




Gass_ ~T- G _jb_ f £wfV~ 

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OFFICIAL DONATION. 





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B.2 E. 


MAP 

OF THE 

SACRAMENTO VALLEY 

FROM 

CHICO LANDING TO SUISUN BAY 
showing PLAN OF IMPROVEMENT presented by 
COMMISSION OF ENGINEERS OF 1904 
for the solution of the 

FLOOD PROBLEM IN THIS VALLEY 

To accompany Commission’s Report of 
December 15 1904 




lO 

I 



MAP REFERENCES 

Contour lines —-— -^ --. 

Elevations refer to mean low tide at low water in Suisun Bay, 

Channel lines -,_ 

Areas subject to temporary overflow 
during development of work 
Margin of the flood plain jp 

A Butte Creek Intercepting Canal. 

B Table Mountain Creek Intercepting Canal. 

Calden’s Landing Easement Weir. 

Sycamore Slough Easement Weir. 

Auburn Ravine Creek Intercepting Canal. 

American Basin Drainage Canal. 

Pleasant Grove Creek Intercepting Canal. 

H Gray’s Bend Reservoir. See Report, Part VIII, paragraph 10. 
Fremont Easement Weir. 

Cache Creek Canal. 

K Willow Slough Canal. 

Putah Creek Canal. 

M Paine's Break Easement Weir. 

N Montezuma Pass. 

Cut - off along Three - mile Slough into the San Joaquin, 
as suggested by various parties. 

Pumping Plants. 

Q Cut off through Sherman Island into the San Joaquin, 
as suggested by various parties. 

Horseshoe Bend cut-off, as suggested by various parties. 

Butte and Sutter Basins Drainage Canal. 
























































































































































































































REPORT 

OF THE 

i 

Commissioner of Public Works 

TO THE 

GOVERNOR OF CALIFORNIA, 

TOGETHER WITH THE 

REPORT OF THE COMMISSION OF ENGINEERS 


TO THE 


COMMISSIONER OF PUBLIC WORKS 


UPON THE 


Rectification of the Sacramento and San Joaquin rivers and their principal tribu¬ 
taries, and the reclamation of the overflowed lands adjacent thereto* 



SACRAMENTO: 

w. w. shannon, : : : : : superintendent state printing. 

1905. 


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30 oEP 1905 

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CONTENTS. 


Page. 

REPORT OF COMMISSIONER OF PUBLIC WORKS____ 5 

REPORT OF COMMISSION OF ENGINEERS... 9 

Chap. I. Introductory_________11 

II. The Sacramento River and Its Tributaries... 15 

III. General Statement of the Problem..:.. 19 

IV. Flood Discharges of the Sacramento River___ 28 

V. References, Dimensions and Channel Capacities of the Proposed 

Improved Waterway._________ 33 

VI. The Levee System.... 37 

VII. Plan of Channel Development.__ 45 

VIII. The West-Side Drainage Canal and Temporary By-Pass_ 53 

IX. Drainage of the Basins..... 60 

X. Miscellaneous___^..___ 63 

XI. Estimates_____ 67 

XII. The San Joaquin and Its Tributaries ..... 70 

XIII. Suisun Bay------.-- 71 

XIV. Conclusion........... 73 























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REPORT OF COMMISSIONER OF PUBLIC WORKS. 


Sacramento, December 20, 1904. 

To Hon. George C. Pardee, 

Governor of California: 

Sir: Last spring’s disastrous flooding of broad areas of the lowlands 
of the Sacramento and San Joaquin valleys, embracing several of the 
best reclamation districts of our State upon which vast sums of money 
had been expended for protection and drainage, again forcibly demon¬ 
strated the insecurity of reclamation interests under existing river 
conditions and disconnected efforts toward flow control. 

This enormous property loss and devastation of fertile areas by flood 
led many representative men and public bodies throughout the State to 
organize for the purpose of harmonizing all sections and enlisting the 
support of all interests in devising some comprehensive plan of river 
improvement and drainage that should provide security against over¬ 
flow and promote navigation. 

A State River Convention was called in San Francisco on Mav 23, 
1904. The convention was composed of delegates from representative 
and public bodies interested in the improvement of our rivers, the 
reclamation of our valleys from overflow, and the general development 
of our State. 

An exhaustive consideration and discussion of the flood situation 
marked the proceedings of the assemblage. Among the prominent men 
who spoke were yourself and United States Senator George C. Perkins. 
The latter voiced the opinion that a well-devised and complete scheme 
of river improvement and drainage for California lowlands would, if 
properly presented at Washington, receive the earnest attention and 
liberal support of the Federal Government. The convention finally 
decided to appoint a committee to draft resolutions expressing the 
sentiment of the convention. 

The resolutions, which were adopted unanimously, provided that the 
convention form itself into a permanent organization, to be known as 
“The River Improvement and Drainage Association of California,” 
and that a commission of engineers be appointed to investigate river 
and flood conditions in the Sacramento and San Joaquin valleys, who 
should submit a plan for their improvement and control in time for 
suitable action to be taken by the next session of the State Legislature. 



6 


REPORT OF COMMISSIONER OF PUBLIC WORKS. 


Three of the members of the proposed commission were to be eminent 
engineers residing outside of the State of California. 

As finally constituted the commission was composed as follows: 
Major T. G. Dabney, Chief Engineer of the Yazoo Mississippi Delta 
Levee District; Major Henry B. Richardson, member of the United 
States Mississippi River Commission; Major H. M. Chittenden, U. S. A., 
in charge of the Yellowstone Park and the Missouri River; and M. A. 
Nurse, Chief Engineer to the Commissioner of Public Works for 
California. 

/ 

This commission organized August 9, 1904, and immediately began a 
thorough study of the physical conditions of the rivers and valleys com¬ 
prising the field of its labors. vast amount of information and 
data was gathered, and the Commission then adjourned to meet in 
Sioux City the latter part of November, 1904, to compile data and pre¬ 
pare its plans and recommendations. 

In brief, the plan, as submitted, provides for channel rectification and 
enlargement by joint action of natural and mechanical agencies, and 
the gradual concentration and confinement of the flood volume of the 
rivers and lesser streams of the Sacramento valley between lines of 
levees so located as to ultimately provide ample channel area for trans¬ 
porting all the flood volume. Until such channel rectification and 
enlargement shall have been secured through the joint agency of increas¬ 
ing current energy and mechanical excavation, relief will be afforded 
the levees by introduction of escapement weirs to temporary by-pass 
channels for conducting the surplus flood through the basins. The 
recommendations in detail form a part of this report. The plan thus 
submitted meets with our approval. 

The State is to be congratulated upon having secured the services of 
the distinguished engineers who have devised the plan of river improve¬ 
ment and drainage herewith submitted. Their diligent study of our 
river problem and wide experience in devising and introducing meas¬ 
ures for flood control of other rivers preeminently fitted them for the 
task they have so well discharged. 


REPORT OF COMMISSIONER OF PUBLIC WORKS. 


7 


FINANCIAL STATEMENT. 

Act of 1897. (Statutes of 1897.) 

Balance in appropriation January 1, 1903..... $10,553 39 

Expenditures. 

Salaries of Engineers and Assistants, January 1, 1903, to July 1, 

1903........ $3,300 00 

Expenses----- 2,920 02 

Emergency contract, revetment work at Chicory ranch.. 4,118 85 

Balance in appropriation December 19,1904.___ 214 52 

-$10,553 39 


Act of 1903. (Statutes of 1903.) 

Appropriation_______ $200,000 00 

Expenditures. 

Expenses of River Commission.... $12,503 27 

Snagging Upper Sacramento river___ 6,041 00 

River gauges____.... 1,302 25 

Weir at Butte slough____ 10,731 05 

Expenses of Auditing Board.... 250 90 

Training wall at Tisdale weir_____ 9,245 12 

Engineers’ salary, July, 1903, to December 1, 1904 _ 9,890 00 

Office expenses_______ 336 57 

Survey at Lake Earl____ 212 35 

Survey at Marysville..._.. 1,006 95 

Boulevard survey below Sacramento______366 15 

Expenses at Finnegan cut, San Joaquin river_ 939 08 

Pulling snags, Mokelumne river_ _ 8,007 63 

Survey, lower river__ 906 13 

Survey, Gray’s bend to Elkhorn_____ 155 08 

Balance in appropriation December 19, 1904_ 138,106 47 

-$200,000 00 

Respectfully submitted. 

FRANK D. RYAN, 
Commissioner of Public Works. 


\ 


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t 









REPO R T 


OF THE 

COMMISSION OF ENGINEERS 

TO THE 

COMMISSIONER OF PUBLIC WORKS 

OF THE 


STATE OF CALIFORNIA, 

ti 

UPON THE 

Rectification of the Sacramento and San Joaquin Rivers and their principal tributaries, and 
the reclamation of the overflowed lands adjacent thereto. 


Submitted December 15, 1904. 






















/ 


R K R O R r F 


\ 


OF THE 

* ' * i . . » 

• • ■ / 

COMMISSION OF ENGINEERS TO THE COMMISSIONER 
OF PUBLIC WORKS OF CALIFORNIA. 

I. 

INTRODUCTORY. 

United States Engineer Office, 

Sioux City, Iowa, December 15, 1904. 

To Hon. Frank D. Ryan, 

Commissioner of Public Works, State of California, 

Sacramento, Cal.: 

Sir: The Commission of Engineers, appointed by yourself, with the 
concurrence and approval of the Governor and Auditing Board, for the 
purpose of investigating the problems presented by the Sacramento 
and San Joaquin rivers and their tributaries, and recommending a plan 
for the correction of the faulty conditions there existing, has the honor 
to submit the following report: 

(1) The Commission organized in San Francisco on August 9, 1904, 
by selecting T. G. Dabney as chairman, and H. M. Chittenden as 
secretary, the other members being H. B. Richardson and M. A. Nurse. 

(2) The investigation was proceeded with under the general direc¬ 
tions contained in the following letter from yourself: 

Sacramento, Cal., August 8, 1904. 

The Com mission o f Engineers , 37 Flood Building , San Francisco , Cal.: 

Gentlemen: As you have heretofore been informed, the necessity of formulating 
some general plan for the rectification of the Sacramento and San Joaquin rivers and 
their principal tributaries, and the reclamation of the overflowed lands adjacent thereto, 
has led to your appointment as a Commission of Engineers to investigate this problem 
and submit a report thereon. 

It is expected that you shall examine the physical data concerning the present and 
past conditions of these streams that have been placed in your hands, and make such 
other investigations as may be found necessary, to enable you to submit a recommenda¬ 
tion of a general plan for improving their regimen with a view to providing means for 
passing their flood waters harmlessly into Suisun bay, both for the improvement of 
navigation facilities in the streams and to render feasible the protection of the adjacent 
lands from disastrous flood overflow. 

It is desired that your report, embodying such recommendations as you may make 
for the accomplishment of the above objects, shall be submitted to serve as a basis for 


12 


REPORT OF THE COMMISSION OF ENGINEERS. 


legislation by the California legislature during the approaching session of that body, 
which is to begin on January 2, 1905, and it is desired that the report shall be submitted 
not later than December 15, 1904. 

Yours respectfully, 


FRANK D. RYAN, 

Commissioner of Public Works, State of California. 


(3) It may be proper at the outset to remark, that after the investi¬ 
gation was pursued far enough to disclose the full magnitude and 
complexity of the many-sided problem presented for examination and 
solution, the Commission has labored under some sense of oppression 
from the insufficiency of the time available, and the lack of important 
data necessary for the thoroughness of study demanded in order to do 
full justice to the matters consigned to its hands. The Commission 
has, however, addressed itself with due diligence to the task before it, 
and is now prepared to lay before you the results of its labors and the 
conclusions arrived at. 

(4) The Commission held daily sessions in the offices provided for it, 
at room 37, Flood Building, San Francisco, except when absent on tours 
of observation in the Sacramento and San Joaquin valleys. During 
these sessions a general invitation was extended to all persons who 
might be interested in the work of the Commission to appear before it 
during the hours of 10 a. m. to 1 p. m. of each day, to impart informa¬ 
tion and submit suggestions pertaining to the subjects of investigation. 
In response to this invitation a considerable number of the prominent 
citizens of the territory affected and others having interests there 
appeared before the Commission from time to time, and furnished much 
material information concerning the physical features of the problem, 
and discussed the methods suggested for the treatment of its various 
phases. 

By special request of the Commission, several engineers, who had at 
different times been engaged in making surveys and collecting physical 
data, and in studying the conditions presented by the flood flow in these 
streams, and also the United States Engineer in charge of the naviga¬ 
tion interests of the district, gave much valuable information to the 
Commission as a result of their labors in this field. The expressions 
given out by all these gentlemen have been reduced to writing and are 
a part of the record of this investigation. 

(5) There was also placed in the hands of the Commission a large 
mass of printed and written data, embracing reports of engineers and 
former engineering commissions, and embodying a history of the pre¬ 
ceding investigations of the subject-matters, accompanied by maps that 
cover all of the territory involved. The Commission is especially 
indebted to Col. W. H. Heuer, Corps of Engineers, U. S. A.; Mr. Wm. 
Ham. Hall, formerly Chief State Engineer of California, and to Messrs. 
Marsden Manson and C. E. Grunsky, for their voluminous and valuable 
contributions to the literature of the subject. 


REPORT OF THE COMMISSION OF ENGINEERS. 


13 


(6) The Commission has made a diligent study of all the literature 
above alluded to, as far as time has permitted, and in seeking all avail¬ 
able means of information bearing upon the problem intrusted to its 
hands, made a number of tours of observation into the valleys of the 
Sacramento river and tributaries, and to a more limited extent into 
the San Joaquin valley. Brief allusion is made to these several tours 
of the Commission for the purpose of collecting information from a 
personal inspection of the ground, in the following memoranda: 

(7) First, a general tour of observation was made, beginning August 
15th and terminating August 22d, covering eight days of travel. On 
this inspection trip the Commission was accompanied by yourself, by 
the Executive Committee of the River Improvement and Drainage 
Association, by Col. W. H. Heuer, Corps of Engineers, the officer in 
charge of the Government improvement work on the river, by many 
prominent citizens living along the rivers, and part of the way by Hon. 
George C. Pardee, Governor of California, and Hon. Theodore A. Bell 
and Hon. J. C. Needham, Members of Congress. 

The journey was made by various modes of conveyance—railroad, 
steamboat, launches, and wheeled vehicles. The trip extended up the 
Sacramento river to Chico landing; up Yuba river as far as the bar¬ 
rier across the Yuba being constructed by the State and Federal gov¬ 
ernments for the purpose of restraining the flow of mining debris into 
the rivers; down the Feather from Marysville and the Sacramento to 
its mouth; and up the San Joaquin to Stockton. 

(8) Subsequently special journeys were made by the Commission 
alone to certain localities for the purpose of making particular studies 
of the physical features there present. A brief recital of these journeys 
is here given in the order of their dates: 

September 13th to 15th, a two days’ tour was made in a launch, 
covering the lower portion of San Joaquin river, and the Sacramento 
river with its collateral channels from the mouth to the head of Sutter 
slough, and Cache slough to Maine Prairie. 

September 20th the Commission left San Francisco for the purpose of 
examining Putah and Cache creeks, and the Sacramento river from 
Knight’s landing to the head of Grand island. This intention was 
carried out and the ground covered as far as the city of Sacramento, 
where a violent rain storm compelled a suspension of the tour, and on 
September 23d the Commission returned to San Francisco, deferring 
the examination of the river from Sacramento to Grand island to a 
later date. 

September 29th the tour of inspection was resumed. An exami¬ 
nation was made of the lower portion of the American, and the Sacra¬ 
mento down as far as the head of Grand island. A tour was also made 
along the lower portion of Putah creek, and along the western margin 


14 


REPORT OF THE COMMISSION OF ENGINEERS. 


of Yolo basin and thence to the vicinity of Maine Prairie, the journey 
being extended across the Montezuma hills west of Maine' Prairie. 
The Commission returned to San Francisco on the night of October 1st. 

October 4th to 6th was occupied in a tour of inspection on which the 
ground was covered along Willow creek from the town of Willows to 
the Sacramento river, and thence down the river to Sycamore slough. 
The head and upper part of Butte slough were examined and the 
country thence to Marysville. Bear river was also examined from 
Wheatland to the vicinity of Feather river. The Commission returned 
to San Francisco on the night of October 6th. 

September 16th to 18th was occupied on a special journey to Tulare 
lake and vicinity, accompanied by yourself and members of the Execu¬ 
tive Committee of the River Improvement and Drainage Association 
and local residents of the region visited. 

(9) The Commission felt the need of making further examinations of 
the territory coming within the scope of its investigations, but as the 
time at its disposal was too limited to admit of this, only the more 
important localities received this attention. 

(10) On October 15th, the Commission, with your approval, sus¬ 
pended its labors in California, and adjourned its session in San Fran¬ 
cisco to reconvene anid continue its labors in Sioux City, Iowa, at a later 
date. This measure was made necessary to meet demands upon the 
attention of members of the Commission to their duties in their special 
fields of official activity elsewhere. 

(11) The labors of the Commission were resumed in Sioux City, Iowa, 
on November 21st, in the office of Major H. M. Chittenden, of the Corps 
of Engineers, U. S. A. 

(12) The Commission completed its labors in Sioux City and sub¬ 
mitted its report on December 15th, and then adjourned sine die. 

(13) Accompanying this report are the following documents: 

(a) A map of the Sacramento and lower San Joaquin Hood basins on 
a scale of 5 miles to the inch. This map shows in general terms the 
scheme recommended by the Commission, and it is purposely made 
small so that it can be printed with the report and be conveniently 
referred to. 

(b) A map on a scale of 2 miles to the inch (the Manson-Grunsky 
map of 1894), on which the scheme is outlined in color and in greater 
detail. 

( c ) A profile of the Sacramento river from Chico creek to Suisun bay, 
showing many details of importance connected with the report. 

(d) A transcript (in duplicate) of the testimony taken by the Com¬ 
mission. 


REPORT OF THE COMMISSION OF ENGINEERS. 


15 


II, 

. , . , • i . . * * »• 

THE SACRAMENTO RIVER AND ITS TRIBUTARIES. 

(1) As a preliminary to remedial measures to be recommended, it 

may be well to state in outline the task that has been set before the 

Commission, and the physical conditions that are now presented by the 

river channels and territory to be treated. It is deemed unneces- 

*/ 

sary to go into a detailed analysis of all the physical features presented 
in this problem, as that has been done thoroughly and efficiently by 
other engineers and engineering commissions who have preceded this 
Commission in similar investigations, the results of whose labors are 
fully set forth in their several reports and clearly displayed upon the 
accompanying maps. 

(2) Sacramento River .—That portion of the Sacramento river lying 
above the confluence of Stony creek demands no attention at the ‘hands 
of the Commission, since the river channel occupies the lowest part of 
its valley, has channel capacity sufficient to carry all its flood waters 
except in times of extraordinary volume of flow, and at such times the 
area of overflow is narrowly limited by the rising slopes of the adjacent 
ground. At the mouth of Stony creek the river has nearly enough 
channel capacity to pass its great floods, but the channel from that 
locality to the outfall in Suisun bay requires artificial correction. 

(3) Briefly stated, the Sacramento river occupies the longitudinal axis 
of a valley which at the mouth of Stony creek has a width between the 
base of the foothills on the east and west of about 25 miles. This is in¬ 
creased to about 35 miles in the latitude of Calden’s landing, and this 
latter width is approximately maintained to the mouth of the river. 
This valley is bounded on the east, north, and west by a very precipitous 
watershed, with a mean annual rainfall varying from 20 to 60 inches, 
the higher figure being most remote from the axis of the valley, with an 
occasional maximum of about 100 inches in the mountainous regions. 

(4) From Stony creek southward the valley is generally of alluvial 
formation, with the characteristic elevation of the banks of the river 
and a depressed “ trough” on each side about 6 feet below the elevation 
of the banks in the upper portion, increasing to some 20 feet below the 
river banks in the lower portion. The slope of the ground is generally 
rapid from the vicinity of the river toward the axis of the trough, 
which, on the west side, lies from 2 to 7 miles from the river bank. 

(5) The west-side trough is divided into two “ basins ” by a trans¬ 
verse ridge extending from the hills on the west to the bank of the 
river in the vicinity of Knight’s landing. The ridge is supposed to 
have resulted from deposits from Cache creek, which traverses the val- 


It) REPORT OF THE COMMISSION OF ENGINEERS. 

ley in this region and is 10 to 12 feet higher than the trough above 
and below. The upper portion of the west-side trough is called Colusa 
basin, and the lower portion Yolo basin. 

(6) The depression on the east side of the Sacramento river is divided 
into a series of basins by the interposition of Sutter buttes, and several 
tributary streams. The northernmost of these basins, terminating 
below r at the head of Butte slough, is called Butte basin. Next comes 
Sutter basin, extending to the mouth of Feather river. American 
basin reaches from Feather river to the American river, and Sacra¬ 
mento basin embraces the territory lying south of American river to 
its mergence with the lower San Joaquin valley. 

(7) In the region where the lower parts of the Sacramento and San 
Joaquin valleys merge into one another the territory is occupied by a 
number of islands of considerable importance as agricultural lands. 
The areas of these islands vary from about 1,600 to 43,000 acres. Some 
of them are more directly under the influence of the Sacramento floods, 
while others are more intimately related to the San Joaquin. In 
general, the influence of the floods from the Sacramento river predom¬ 
inates in this territory. 

(8) The Sacramento river, with its valley closely circumscribed by a 
mountainous watershed, is subject occasionally to heavy and prolonged 
precipitation and is burdened at such times with a sudden inflow of 
large volumes of water, mainly from its upper tributaries, but also with 
large contributions from the eastern and western mountain slopes. 

(9) The river channel from the mouth of Stony creek to Butte slough, 
a length of 53 miles, differs characteristically from that division extend¬ 
ing from Butte slough southward. The slope of this upper division is 
considerably steeper than that below Butte slough and its channel 
dimensions are also greater to a marked extent. 

In the vicinity of Stony creek the flood capacity of this division 
much exceeds that at its lower end, diminishing progressively down 
stream, so that in the latter locality it is capable of passing less than 
two thirds of its flood volume. 

Immediately below Butte slough the large volume of flood outflow 
through that channel has resulted in a sudden contraction of the river, 
which, combined with its flattened slope, has reduced its discharge 
to less than one third of the flood flow. 

(10) The limitation of channel dimensions in this part of the Sac¬ 
ramento river is in accordance with a well-established law of the flow 
of rivers, by which nature adjusts the size of channels to the volume 
of water carried through them. Thus, from Stony creek southward, 
for a very long time in the history of the Sacramento river, the sudden 


REPORT OF THE COMMISSION OF ENGINEERS. 


17 


presentation of large flood volumes at that point has caused a considera¬ 
ble portion of the water to flow out of the channel over the hanks and 
through depressions, into the valley on either side. The effect has been 
to build up the immediate banks of the river to higher elevations, by 
the deposition in the vicinity of the river of the heavier sedimentary 
matter carried by the water, and correspondingly to develop the troughs 
of relative depression on either side of the valley. 

Another effect has been the progressive deterioration of the channel 
going down stream, with the cumulative increase in the volume of 
escaping water, culminating in the concentrated flow through Butte 
slough, with the marked effect noted above in a sudden contraction of 
the channel below that point. 

(11) The division of the river extending from Butte slough to the 
mouth of Feather river, a length of 64^ miles, is not only more con¬ 
tracted in cross-section than the upper division, but is excessively 
crooked and has a flatter slope of the high-water plane. 

(12) In the vicinity of the mouth of Feather river large accessions 
of flood waters return to the Sacramento river from the overflowed 
basins above and from this tributary. In consequence the channel is 
greatly enlarged from there down, as compared with the portions above 
Feather river. In this locality, as well as in the vicinity of the mouth 
of American river, a large part of the surplus flood water passes out 
into Yolo basin and, flowing slowly to the lower end, returns to the 
Sacramento through Cache slough. 

(13) The flood water thus escaping from the channel of the Sacra¬ 
mento occupies the basins which constitute the depressed portions of 
the east and west valley, and arrest the flow from the mountain 
slopes, whose waters are thus accumulated in these reservoirs. These 
great bodies of water remain on the land until a general subsidence of 
the floods, when they are slowly drained into the river, Colusa basin 
discharging through Sycamore slough above Knight’s landing, Yolo 
basin through Cache slough at the foot of Grand island, and the 
eastern basins through Feather and American rivers, except the 
Sacramento basin, whose water finds its way into San Joaquin river 
through its lower tributaries. 

(14) The channel of the Sacramento river from the mouth of 
Feather river to Suisun bay, a length of 81-g miles, has become largely 
occupied by sedimentary deposits brought down the Feather and 
American rivers from the mining regions at the head of the Yuba, 
Bear, and American rivers. This condition has resulted from the 
introduction of the process of hydraulic mining, by which enormous 
quantities of debris, consisting of earth and stones, has been dislodged 
from the mountain sides by powerful jets of water, much of which has 

2— CE 


18 


REPORT OF THE COMMISSION OF ENGINEERS. 


been washed down into the river channels. The accumulation of this 
mining debris in the channel of the Sacramento river during the past 
forty or fifty years has greatly reduced its original capacity for passing 
its floods. This reduction was estimated in 1894 at more than 
one third.* 

In this connection it should be recognized that these river channels 
were not capable of carrying all of the water of their great floods 
during the period that antedated the era of hydraulic mining, so that 
the latter is not wholly responsible for the evils of overflow, though 
the difficulty of dealing with the problem has been much emphasized 
by this agency. 

(15) From the vicinity of the head of Grand island southward, the 
regimen of the Sacramento river is vitiated by the. dispersion of its 
waters and consequent dissipation of its energy through various sub¬ 
sidiary channels, as the bifurcation of the main stream into Old river 
and Steamboat slough which delimit Grand island. In addition are 
Sutter slough on the west, passing out of the main channel above 
Grand island and returning the water through Cache slough; and 
Georgiana and Three-mile sloughs on the east, whose water passes into 
the San Joaquin river. 

(16) Feather and Yuba Rivers .—The Feather above the mouth of the 
Yuba has not been vitiated except to a moderate extent by the invasion 
of mining deposits, and that part of its channel is in fairly good con¬ 
dition. From the mouth of the Yuba to its junction with the Sacra¬ 
mento, the Feather river is so encumbered by sedimentary deposits 
that have entered it through the Yuba and Bear tributaries, which 
drain the principal mining regions on the eastern side of the Sacra¬ 
mento valley, that its channel capacity has been reduced to less than 
one half of its former dimensions and its character as a navigable 
stream has been practically destroyed.! The Feather river also acts 
as a continual feeder for supplying the great quantities of mining- 
debris by which the Sacramento channel is clogged. 

(17) The Yuba river, tributary to the Feather, has its source in the 
Sierra Nevada to the eastward, and drains that region where hydraulic 
mining operations have been carried on most extensively and on a very 
large scale. As a result of these mining works, the channel of the 
Yuba where it emerges from the foothills is filled up many feet deep 
with the coarser matter washed down from the mines, consisting of 
shingle and large gravel. Farther down stream this material gradually 
diminishes in coarseness, until, when the vicinity of the Feather river 

* See report of Manson and Grunsky, 1894, page 33. Also report of Examining Com¬ 
mission on Rivers and Harbors, 1890, page 33. 

t See report of Manson and Grunsky, 1894, page 35. 





REPORT OF THE COMMISSION OF ENGINEERS. 


19 


is reached, the entire expanse between containing lines of levees north 
and south of the Yuba is filled mainly with a mixture of sand and 
clay, the latter locally called “slickens.” The interspace between the 
Yuba river levees, which is from 2 to 2-J miles wide, is wholly occupied 
by this mining debris, which covers the original surface of the ground 
outside of the channel to a depth near Feather river of about 13 feet. 
Over this expanse the Yuba river, when in flood, spreads in a broad 
sheet, and at low stages meanders through it in superficial and shifting 
channels. 

(18) At a point about 4 miles east of the city of Marysville the sand 
deposits have been built up in the old bed of the Yuba to a height of 
13 feet above the farming land on the opposite side of the levee. 

The town of Marysville, located at the junction of the Feather and 
Yuba rivers, is making heroic efforts to maintain its protecting levees 
at a high enough standard to avoid being overwhelmed by an irruption 
of the Yuba river. 

(19) The American and Bear Rivers .—These streams—the Bear tribu¬ 
tary to the Feather and the American to the Sacramento river—also rise 
in the Sierra Nevada, and have also received large invasions of debris 
from the hydraulic mines in the regions about their sources; and while 
this filling process has proceeded to a less degree than in the case of the 
Yuba, their beds are practically filled up with this material. 

III. 

GENERAL STATEMENT OF THE PROBLEM. 

(1) In the Sacramento valley and contiguous parts of the San 
Joaquin valley, there are some 1,250 square miles of very fertile land 
that is subject to overflow from every considerable flood in the Sacra¬ 
mento river and about 1,700 from extraordinary floods. The problem 
presented for solution is to devise means for preventing the inundation 
of these lands by conveying the flood water that must pass through 
this territory harmlessly into Suisun bay; and to correct the existing 
faults of the river channels with a view to voiding the floods and pro¬ 
moting the interests of navigation. 

(2) Rejected Propositions .—Before proceeding to a discussion of the 
plans to be recommended by the Commission for the correction of the 
evils for which a remedy is sought, it may be well to clear the ground 
by eliminating certain propositions for the treatment of different fea¬ 
tures of the problem that have been strongly advocated heretofore by 
various authorities, and which, after due consideration, have been 
rejected by the Commission. These propositions are catalogued below, 
and are to be discussed in turn: 


20 


REPORT OF THE COMMISSION OF ENGINEERS. 


(a) The proposition which assumes the futility of undertaking to 
convey the flood water through the river channels, and provides an 
elaborate system of by-passes to control its flow outside of the rivers, 
as a permanent arrangement. 

(b) The proposition to excavate a deep and capacious waterway 
through the Montezuma ridge for the purpose of conveying the flood 
water from Yolo basin into the northern part of Suisun bay west of the 
Montezuma hills. 

( c ) The proposition to excavate a high-grade canal west of Yolo 
basin and across the Montezuma ridge, for the purpose of intercepting 
the flow in Cache and Putah creeks and other smaller streams, and 
conve}rance of this water into the northern part of Suisun bay west of 
the Montezuma hills. 

(d) The proposition to divert Yuba, Bear, and American rivers into 
American basin. 

(c) The proposition to divert the Sacramento river into the San Joa¬ 
quin by a cut along Three-mile slough or across Sherman island. 

(/) The proposition to divert part of the flood water from Sacra¬ 
mento river into the San Joaquin by means of relief channels across 
Sherman and Brannan islands. 

Taking up these propositions in the order named above: 

(3) The By-pans System .—The by-pass scheme has been advocated by 
two engineers of recognized ability, Messrs. Marsden Manson and C. E. 
Grunsky. In their full and elaborate report of 1894 this plan has 
been worked out in detail and with great care and painstaking, and the 
meritorious character of the work done by them in this connection 
highly commends itself. Nevertheless, the Commission finds itself 
unable to accept this plan as a permanent solution of the Sacramento 
river problem, for the following reasons: 

(a) The by-pass plan involves the maintenance, in a general way, of 
three rivers instead of one. The existing faults of the river channel 
have resulted from the dispersion of a large part of its flood flow from 
the river into the adjacent depressions on either side. The manner in 
which this dispersion of water has occurred, under natural conditions, 
was by the overpour of a thin sheet along extended bank lines, the 
effect of which on channel dimensions was approximately uniform, 
with a gradually increasing contraction as the volume of flow contained 
in the river was reduced progressively down stream by the increasing 
volume of outflow over the banks. Under these natural conditions it 
is probable that the channel has reached a status of approximate fixed¬ 
ness with perhaps a tendency to further slow deterioration. 

The perpetuation of this regime, modified by a concentration of out¬ 
flow at a few points as contemplated in the by-pass system, must, in the 


REPORT OF THE COMMISSION OF ENGINEERS. 


‘21 


opinion of the Commission, fail as an adequate remedy for existing 
evils and result in a continuance, of unsatisfactory conditions. 

It is a matter of common observation that when, in a silt-bearing 
stream, a large volume of flood water is permitted to escape at one 
point, the resultant diminution of current energy in the channel at the 
point of outflow causes a marked shoaling of the river immediately below 
by deposit of sediment that the more enfeebled current is unable to 
transport. 

(b) There is a strong probability that the passage of large volumes of 
water through wide and shallow channels may result in silting up these 
artificial waterways in their upper reaches and thus impair their utility. 

(c) The estimated cost of this plan, upon a moderate basis as to 
quantities and prices, is $8,637,000 for the by-passes and $650,000 for 
channel correction. This does not include any estimate for construct¬ 
ing levees along the banks of the Sacramento river, which the plan 
recognizes as being necessary to confine to its channel such a volume of 
water as the by-passes do not provide for carrying. But it is assumed 
that the individual land-owners along the river are to voluntarily con¬ 
tribute that feature of the plan. Neither does the estimate include the 
cost of a number of pumping plants which are recognized as necessary 
to relieve basins that can not be drained by gravity. It is also assumed 
that the cost of these is to be borne bv local interests, as well as that 
for leveeing Cache slough and its tributaries for the reclamation of Yolo 
basin, this feature having also been omitted from their estimate as 
being of local concern only. 

It is believed by the Commission that these assumptions are unten¬ 
able as a reliance for an important part of a comprehensive system of 
river improvement and land reclamation ; and that the cost of these 
features of the work necessary to be provided for must largely increase 
the whole estimate of cost. 

(d) The by-pass plan involves the sacrifice of some 46,000 acres of 
land the value of which when reclaimed should be an important factor 
to be considered, and it is believed can be reduced to about one fourth 
of that area. 

(4) The Montezuma Cut .— The proposition to make a deep cut 
through Montezuma ridge for the purpose of draining Yolo basin has 
been condemned by all the engineers who have fully considered the 
case: (1) because of excessive costliness (Manson and Grunskv’s esti¬ 
mate is over $14,000,000)*, and (2) because its effectiveness for the 
purpose in view, if the cut should be made, is a matter of doubt. 

(5) The Montezuma ridge is a depression in the Coast Range east of 
Maine Prairie and lying northward of Montezuma hills proper. It is 

* See report of 1894, page 50. 





22 


REPORT OF THE COMMISSION OF ENGINEERS. 


some 6 miles wide and has a summit elevation of about 37 feet above 
low tide. The proposed cut is to connect the lower end of Yolo basin 
with Montezuma slough, which is the northern projection of Suisun 
bay westward of the ridge. 

(6) It is deemed useless to go into any further discussion of this 
proposition, especially as a logical basis for its adoption could only be 
found in conjunction with the by-pass system which the Commission 
has not considered favorably. 

(7) Cache and Putah Intercepting Canal .—The proposition to inter¬ 
cept the Coast Range drainage as far up as Cache creek and convey it 
through a high-grade canal across the Montezuma ridge, while sustained 
by so able an authority as Mr. Wm. Ham. Hall, the Commission has 
thought proper to reject after due consideration. This project is an 
attractive one, if it were feasible, as an effective way to dispose of the 
troublesome problem of dealing with the mountain drainage on the 
west side of Yolo basin. 

(8) It has been estimated* that a channel 240 feet wide with a flow 
20 feet deep should carry the water of Cache creek to Putah creek, a 
distance of 18 miles; that a channel 535 feet wide, with a depth of flow 
of 20 feet, should carry the Putah creek water alone to the summit of 
the Montezuma ridge, a distance of 25 miles; and that a channel 704 
feet wide should carry the combined water of both creeks. No consid¬ 
eration is given to the mountain drainage other than as delivered by 
these two creeks. 

(9) The cut through Montezuma ridge, 6 miles in length, is estimated 
at 13 feet deep. The idea of making a completed canal of the above • 
dimensions by artificial means was dismissed as being too costly for 
consideration. But it was proposed that an initiatory canal should be 
made with a top width of 30 feet, a bottom width of 10 feet and a depth 
of 10 feet, 59 miles in length, at an estimated cost of $183,900, with 
additional cost for works to divert and regulate the flow of the creeks 
into the canal. It was assumed that such a canal, having a gradient 
of 2 feet per mile, would enlarge and deepen itself to the required 
dimensions by the erosive action of the water flowing through it.* 

(10) This proposition is regarded with disfavor by the Commission for 
the following reasons: 

(a) It is admitted that the expected process of enlarging the excavation 
by current action must be of indefinite time duration, and for this indefi¬ 
nite period the disposition of this mountain drainage is unprovided for 
in any manner. Some idea of the time likely to be required for the per¬ 
formance of this work through the agency of the moving water is sug- 


* See report of State Engineer, 1880, Part II, page 39 et seq. 





REPORT OF THE COMMISSION OF ENGINEERS. 


23 


gested by considering that the quantity of material to be thus moved 
is eighty or ninety millions of cubic yards, the initial cut being 59 miles 
long. 

(b) In the expected conversion of so small an excavation into a 
waterway of such large dimensions by current action, no note is taken 
of the probable departure of the ultimate resultant channel from the 
alignment originally marked out for it. 

( c ) The conveyance of so large a mass of excavated material into 
Montezuma slough must have a deleterious effect upon that waterway. 

( d ) It is believed by the Commission that this small cut, of such 
considerable length and relatively low gradient, instead of being 
enlarged by current erosion, must speedily be filled with the heavy 
matter to be carried into it from Cache and Putah creeks, these streams 
having much steeper gradient, and transporting large quantities of 
heavy mountain debris in those portions of their courses. 

( e ) No note is taken of the probable existence of hard material along 
the line of the proposed excavation that might be an insuperable 
obstacle to the erosion expected to be made by the water flowing through 
the canal. 

(11) Diversion of Rivers into American Basin .—The Commission has 
not gone exhaustively into a discussion of the debris problem, because 
its solution has been definitely taken up by the Federal and State 
authorities, and is now in the hands of the California Debris Commis¬ 
sion, with work already in progress. It would therefore be inadvisable 
for this Commission to propose any plan for the treatment of the ques¬ 
tion under these circumstances. In general terms the scheme of the 
Debris Commission contemplates the ultimate restoration of the Yuba 
and Bear rivers to something like their original channels and preventing 
them from spreading over such extensive areas as they do at present. 
The Commission regards this policy as a wise one and believes it to be 
a practicable one. Its inspection of the Bear river valley showed 
clearly that, since the suspension of hydraulic mining the river has 
been working back into a deeper and more fixed channel and has 
already made considerable progress in that direction. If the present 
tendency should be encouraged by artificial work the river can without 
question be confined to a single channel of small width leading directly 
from the foothills to Feather river. 

(12) The proposition to divert the Yuba, Bear, and American rivers 
into the American basin, as a means of disposing of the debris problem 
in its relation to those streams, has received superficial attention and 
has been strongly advocated by a few authorities, the purpose being to 
use this low territory as a settling basin for the reception of this 
material. The Commission has given such attention to this subject as 


24 


REPORT OF THE COMMISSION OF ENGINEERS. 


its opportunities and means of information have afforded, and the con¬ 
clusion arrived at is that the plan is not a feasible one. 

(13) None of its advocates seems to have considered the enormous 
cost of conducting the large volume of Hood flow of these rivers into 
new channels over such considerable distances. None of them has 
worked out the question of gradient so as to be certain that the neces¬ 
sary slope, for the Yuba particularly, can be secured. 

(14) There has been no consideration of the great loss which would 
result from the withdrawal of the low lands of the basin from reclama¬ 
tion, nor any estimate of how long this withdrawal is to continue. 

(15) The Commission was also informed that these sand deposits are 
a very poor substitute, for agricultural use, for the rich soil which now 
covers the basin. 

(16) The cost of right of way would undoubtedly be very great. 

(17) No thought appears to have been bestowed upon the condition 
of these rivers after performing the function of silting up American 
basin, nor what further measures of control and regulation may then 
be required; but it is apparent that if this plan could be put into exe¬ 
cution, the permanent solution of the problem would only be deferred. 

(18) The problem of delivering the waters of these three rivers (at 
least 150,000 second feet at high floods) back into the Sacramento river 
has evidently received only superficial consideration; but if it is to be 
done by means of overflow weirs, which shall at the same time restrain 
the Sacramento river from backing up into the basin, the problem 
would certainly prove to be complicated, difficult, and very costly. 

(19) In conclusion it is sufficient to point out that the Yuba and 
Bear rivers, with their present steep gradients, have been completely 
filled up by mining deposits; and that an effort to divert their flow 
through new artificial waterways must of necessity be upon planes of 
much flatter slope, with the speedy result of filling the upper reaches 
of these new waterways with similar materials and leaving but a scant 
remnant of the finer matter to find its way into the bottom of American 
basin; besides entailing unknown complications in maintaining their 
flow through the upper portions of their channels. 

(20) It is believed that the necessity for relief of this character will 
constantly diminish unless hydraulic mining be resumed. Under pres¬ 
ent conditions the channels of the Yuba and Bear rivers ought gradually 
to improve and eventually regain something like their original chan¬ 
nels, and the quantity of debris delivered into the Feather and Sacra¬ 
mento rivers ought gradually to diminish. If hydraulic mining is ever 
resumed on a large scale, extensive storage would, of course, have to be 


25 


REPORT OF THE COMMISSION OF ENGINEERS. 

provided for the heavier material; blit this would have to be in the close 
neighborhood of the foothills, for it is not believed that it would be 
possible with any attainable slope to carry it to the lower portions of 
the American basin. The most that could lie accomplished would be 
to carry down the finer material, and for this single purpose the ends 
would not justify the means. This finer material can be carried off by 
the rivers if thev are confined within their banks and their energy be 
not diminished by a dispersion of their flow. 

(21) Cut-off into the San Joaquin .—A measure often suggested for the 
relief of flood conditions in the Sacramento valley is to change the 
course of the lower Sacramento by cutting a channel through into the 
San Joaquin either on the lines of the lower course of Three-mile slough 
or across Sherman island about 1^ miles west. The first line is gener¬ 
ally preferred. 

(22) The argument is that the Sacramento would reach tide level by 
the cut-off in 11.6 miles less distance than by the present route; what¬ 
ever fall or head is now required to carry the waters of the river over 
this distance would be saved ; the flood plane at the head of the cut 
would be materially lowered, and this lowering would extend up the 
river in diminishing degree for an indefinite distance. 

(23) The argument is a sound one if the San Joaquin can be consid¬ 
ered a tidal estuary without sensible hydraulic gradient and of sufficient 
capacity not to be materially affected by a heavy inflow of water; and 
also if that capacity would remain unchanged under the new conditions. 
Probably the expectations of advocates of this measure would be largely 

realized at first, and perhaps for several years after the cut-off is made. 

* 

(24) It is to be feared, however, that the above conditions would not 
continue, but that the vast quantities of silt brought down by the Sac¬ 
ramento would gradually fill up the estuary of the San Joaquin below 
the new junction, just as is already being done to a considerable extent 
by Three-mile slough and to a less extent by Georgiana slough. It 
seems inevitable that this must be so, in spite of the aid of tidal scour 
and of the current of the San Joaquin. 

(25) If this should prove to be the case the result would ultimately 
be to change the condition of the lower San Joaquin from that of a 
tidal estuary with practically no hydraulic gradient to that of a tidal 
river in which current will predominate over tidal action and in which 
there will be a pronounced hydraulic gradient. It is not likely that 
this gradient would ever be quite as great as that in the lower Sacra¬ 
mento, owing to the permanent increase of volume by the addition of 
the San Joaquin. 

(26) Whatever high-water slope might be finally developed, it 


26 


REPORT OF THE COMMISSION OF ENGINEERS. 


would raise the hood plane at the junction of the two streams. By 
the same amount, or nearly so, the range of the tide above the junc¬ 
tion of the two streams would be diminished, tidal action would be 
decreased, and liability to shoaling would be correspondingly increased. 
The net result would probably be that the present San Joaquin 
estuary below the new junction would fill up to the limits neces¬ 
sary to carry the new river, while the portion of the estuary above the 
junction would deteriorate as a navigable waterway—all of which 
would be injurious to the San Joaquin. 

(27) The question then is, on the basis of the general good, would 
the gain to the Sacramento compensate for the loss to the San Joaquin? 
It would seem that the immediate gain would be considerable, but it is 
believed that it would ultimately disappear. The distance from a 
point in Suisun bay a little below New York landing to the. head of 
the proposed Three-mile slough cut, near Zeille’s wharf, is two miles 
greater by the proposed channel than by the present one. Even if the 
ultimate slope by the new channel should be something less than by the 
present, the increased distance would probably offset the gain and the 
high-water plane at the head of the cut would in time be quite as high 
as at present, and possibly higher than it will be if the plan of the 
Commission for the improvement of the Sacramento channel is car¬ 
ried out. The ultimate gain to the Sacramento would therefore seem 
to be negative. Meanwhile, unless the old Sacramento were left open, 
the navigation route up that river would be two miles longer than at 
present and three miles longer than it would be if the Horseshoe bend 
cut-off were to be made. The relative cost of making the new channel 
and of improving the present one, and the relative cost of subsequent 
maintenance, it is impossible to estimate closely, but the difference 
would not materially favor either route. On the whole the advan¬ 
tages to be gained by the cut-off do not appear sufficient to justify its 
adoption. 

(28) It has been proposed, in order to avoid the bad effects of sedi¬ 
ment from the Sacramento, not to turn the entire river into the San 
Joaquin, but to make Three-mile slough a flood-relief channel of large 
capacity; and to construct across its head a long overflow weir of fixed 
height so that no water can escape while the river is below the level of 
its crest. Advocates of this plan assume that the heavy sediment, 
which travels mainly on the bottom of the river, would not pass over 
the weir in any considerable quantity, but would continue on down 
the Sacramento. Experience seems not to support this theory. The 
example of the Elkhorn weir, as well as experiences of a similar kind 
on the Mississippi and other rivers, show that the sands are drawn up 
and over the weir in great quantity, while, of course, matter held in 
suspension is carried over. Moreover, the diversion of a large volume 


REPORT OF THE COMMISSION OF ENGINEERS. 27 

of water from the main channel would diminish its current energy 
and lessen its scouring capacity. 

(29) It will be better for the San Joaquin to close Three-mile slough 
entirely, and it will ultimately be better for the Sacramento as soon as 
its channel has adapted itself to the increased volume. 

(30) Plan Presented by the Present Commission of Engineers .—Having 
cleared the ground by discussing the several remedial measures that 
have been advocated by various authorities, and which have been passed 
upon with disapproval by the Commission, it is now proposed to develop 
the plans that are to be recommended for the solution of the problem. 
These are: 

(a) To confine the flood waters to the channels of the various streams 
by means of levees, so as to prevent destructive inundations of the 
fertile valley lands. 

( b ) To correct the alignment of the river by cut-offs where necessary, 
and to increase its channel capacity by mechanical means wherever 
current action fails to accomplish this purpose. 

(c) To collect the hill drainage, which now loses itself in the basins, 
in intercepting canals and convey it into the river at selected points. 

(d) To provide escapeways over the levees for surplus flood waters 
during the period of channel development, and to provide for the dis¬ 
posal of this water in connection with the hill drainage. 

(e) To provide for the relief of the basins from accumulation of rain 
and seepage water by means of pumps wherever gravity drainage is not 
practicable. 

(31) It should be premised that this is an undertaking of great mag¬ 
nitude. It can not be expected that the work is to be consummated and 
these objects fully attained in a short time. Indeed, the work must of 
necessity be of a progressive nature, and the treatment of some of its 
features must be a matter of development from experimentation. 
While the fundamental features, as here laid down, should be adhered 
to, considerable latitude is to be allowed in matters of detail in carry¬ 
ing out these recommendations, as only by exact and accurate instru¬ 
mental examinations on the ground can all the details be properly 
adjusted and provided for. Neither can all contingencies now be fore¬ 
seen that may arise in the progress of the work which may demand 
modifications in the detailed operations. 


28 


REPORT OF THE COMMISSION OF ENGINEERS. 


IV. 

FLOOD DISCHARGES OF THE SACRAMENTO RIVER. 

(1) The run-off from the Sacramento watershed has never been 
measured in a way that makes it possible to determine with close 
accuracy what it lias been in any one year. On account of the large 
amount of overflow into the flood basins, the interception of hill drain¬ 
age by these basins, and the permanent escape of large volumes of 
water through channels connecting with the San Joaquin, the deter¬ 
mination of the actual run-off, as it would be if delivered directly into 
the river channel and carried off by it, would require a great number 
of simultaneous observations throughout the valley during an entire 
flood season. This has never been done. Even if it were done, it 
would not give the full information desired—a hydrograph of the river 
with the flood confined to its channel—because of the great modifying 
influence of the flood basins, which it is extremely difficult to measure 
or calculate. 

(2) Various Estimates of Maximum Flood Discharges .— 

Ex-State Engineer Hall. 

Cu. Ft. per Sec. 

Putah creek_ __ 70,000 to 75,000 

Cache creek_ 30,000 to 35,000 

Stony creek_ 80,000 to 85,000 

Sacramento (at Iron cafion)_ 180,000 to 200,000 

Feather__ 100,000 to 110,000 

Bear_ 10,000 to 12,000 

American___ 50,000 to 55,000 

Sacramento (Feather river to American, if confined to 

channel)_ 200,000 

Sacramento (American river down, if confined to channelK 240,000 

Hall gives the maximum discharge at Collinsville as 160,000. This, 
of course, is exclusive of the amounts escaping through Three-mile 
slough and Georgiana slough. 

(3) Isaac W. Smith. 

Cu. Ft. per Sec. 

Putah creek_____■_.. 65,000 

Cache creek_____35,000 

J. R. Price. 

Sec. Feet. 

Sacramento river at Newtown shoals (Feb. 1, 1896)___ 163,400 

A careful measurement by the same authority of the discharge of the 
Sacramento just below the mouth of the Feather at the crest of the flood 
of 1896 gave 121,000 cubic feet per second. 

(4) Manson and Grunsky state that the flood of 1881 brought 195,000 
second feet through Iron canon, and that if the river were confined to 
its banks, 150,000 second feet would be a low estimate of the amount to 
be carried at Colusa at extreme flood. 













REPORT OF THE COMMISSION OF ENGINEERS. 


29 


(5) United States Geological Survey Records .—During the great flood 
of 1904, the United States Geological Survey kept gauge records on the 
Sacramento at Iron canon, the Feather at Oroville, the Yuba at Smarts- 
ville, Stony creek at Julian’s ranch, and Cache creek at Yolo. The 
discharges deduced from these records are fairly consistent throughout 
and give a more comprehensive view of the run-off from the watershed 
than has been found elsewhere. The maxima during the three months 
of February, March, and April are as follows: 


Sacramento River. 


February 14_ 22,360 

February 15_ 85,160 

February 16_ 184,600 

February 17_ 69,500 

February 18_ 56,200 

February 19_ 34,300 


March 

6_ 


-- 56,200 

March 

7_ 

__ 

- 77,200 

March 

8_ 


143,500 

March 

9_ 


.. 96,800 

March 

10_ 


.. 88,940 

March 

11_ 


.. 73,700 


The two above dates were the only ones when the river rose materi¬ 
ally above a discharge of 100,000 second feet. 


Feather River. 


February 12_ 7,410 

February 15_ 24,000 

February 16_ 95,675 

February 17_ 60,500 

February 18_ 25,000 

February 21_._ 16,200 

February 22_ 69,300 

February 23_ 57,400 

February 24_ 100,900 


The above are the onlv dates 

v 

above 50,000 second feet. 

YU I: 


February 25_ _ 

_ 78,860 

February 26 _ 

_ 64,180 

March 16 _ _ _.. 

_ 24,500 

March 17 __ 

_ 52,220 

March 18_ . 

_ 96,700 

March 19.._ 

_ 89,400 

March 20_ 

_ 83,300 

March 21... _ 

_ 60,100 


when the discharge rose materially 

River. 


Between February 16th and 25th, the river rose several times above 

*/ * ' 

50,000 second feet, but the records are defective, and the actual maxi¬ 
mum can not be determined. At no other time during the flood season 
did it rise materially above 30,000 second feet. 

Cache Creek. 


February 16_ 9,400 March 11.—.— 12,600 

February 24_ 9,200 March 18 -. 9,200 

February 27_ 9,200 March 28 --- 9,400 

Each of these discharges was preceded and followed by much lower 
ones; as, for example, the discharge on March 10th was 1,230 second 
feet, being less than one tenth that of the next day. These figures are 
especially important in view of the claims by the earlier investigators 
that the flood discharge of Cache creek is at times as great as 35,000 

second feet. 

Stony Creek. 

12,300 February 24 

11,100 March 10 


February 16 
February 22 


15,400 

14,200 









































30 


REPORT OF THE COMMISSION OF ENGINp:ERS. 


The above are the only dates on which the discharge reached 10,000 
second feet. Remarks upon disparity of estimates under “ Cache 
Creek” apply here as well.* 

(6) A study of the combined effect of the various discharges, after 
making a time allowance for their arrival at a common point, and also 
for the flow from the unrecorded watershed, gives the following as some 
of the maxima that would have had to be provided for below the 
mouth of Cache slough if the entire flood had been confined to the 
river: 


February 17_ 

_ 267,000 

March 10 - - - 


_-259,000 

February 18 ... . . _ 

_ 361,000 

March 11 _ _ 


_219,000 

February 23»_ 

_ 208,000 

March 18 - 


_ 262,000 

February 24_ 

_ 302,000 

March 19 


_ 290,000 

February 25.. . - 

_ 273,000 

March 20_ 


_ 285,000 

February 26 

_ 257,000 

March 21.. _ 


_ 253,000 

February 28 . _. - 

_ 245,000 

March 22.. 


_216,000 


All other discharges were below 200,000. 

(7) In this study no allowance was made for the gradual diminution 
of the height of a flood wave as it progresses down stream. This 
always takes place, chiefly from two causes—the gradual flattening of 
a wave as the distance from its source increases, and the absorption of 
enough volume to fill up a channel when there is a general rise in the 
water plane. In the case of the Sacramento and its several tributaries 
this attenuation of flood wave is very marked, owing to their short and 
sharp character. The discharge of the various streams frequently 
trebles or quadruples itself in the course of a few hours and almost as 
quickly returns to its first condition. The effect of such waves rapidly 
wears out as they progress down stream. Mr. Grunsky in one instance 
concludes that the volume of flow at flood would fall from 133,000 at 
Iron canon to 83,000 at Feather river; in another from 152,000 to 
87,000, much depending upon the stage of the river when the flood 
waves enter it. March 16, 1904, the Sacramento at Iron canon rose 
from 69,000 the previous day to 184,000 and fell to 52,000 on the third 
day. It is probable that this wave, if confined to the channel, would 
not have caused a greater discharge at Feather river than 100,000. 

(8) From the foregoing data, and with the allowance for the condi¬ 
tions described in the last paragraph, it is believed that any scheme 
looking to the carrying of the run-off of the Sacramento watershed 
within the leveed banks of the river should make provision for a dis¬ 
charge of 250,000 second feet below the outlet of Cache slough; 230,000 
from Sacramento to Cache slough; 190,000 between Feather and 
American rivers; 150,000 in the Sacramento just above the mouth of 

* Unfortunately the Geological Survey records do not include American river and 
Putah creek. 




















REPORT OF THE COMMISSION OF ENGINEERS. 


31 


Feather river, increasing to 180,000 at the mouth of Stony creek,* and 
1.20,000 in the Feather river below Marysville. The short duration of 
extreme flood waves, the fact that they rarely reach a common point 
from the several tributaries at the same time, and the attenuation of 
the waves as they progress down stream, make the foregoing figures 
reasonable maxima. 

(9) Below the mouth of Cache slough tidal influence is considerable, 
even at high water, but rapidly diminishes above, and is negligible 
above the mouth of the American. As the tide comes in and checks the 
outflow for a time, the river must flow out at ebb with a corresponding 
increase over the normal. What this discharge would be at Collins¬ 
ville in an extreme flood is uncertain, but it might probably exceed 
300,000 cubic feet per second. This does not, however, imply a neces¬ 
sity for an increased channel section. The increased slope due to the 
fall of the tide at the outlet, largely compensates for the greater duty 
forced upon the channel. 

(10) Putah and Cache Creeks .—The flood discharges assigned to these 
streamy by the first investigators are so excessive as to throw doubt 
upon their correctness.! The discharge of Putah creek, for instance 
is given as 65,000 second feet, or 108 second feet per square mile of 
watershed, equivalent to a run-off of 4 inches per twenty-four hours. 
A similar run-off for the entire watershed of the Sacramento would 
amount to 2,700,000 second feet, fully ten times its probable maximum. 
From personal examination of the valleys of these streams by the 
Commission, it is believed that a maximum of 40,000 for Putah creek 
and 25,000 for Cache creek would be a large allowance for the discharge 
at the points where they emerge from the foothills. The smaller dis¬ 
charge of Cache with a much greater watershed than Putah is partly 
due to the moderating influence of Clear lake. These extreme waves 
are of very short duration, lasting only five or six hours and falling 
back immediately. They flatten out rapidly as they approach the 

*The reason for assuming an increase of discharge from the mouth of Feather to 
Stony creek is the attenuation of flood waves passing down the river referred to in para 
graph 7. It is assumed that a wave which crests at say 190,000 second feet at Iron 
canon will drop to at least 150,000 at Feather River. From Iron canon to Stony creek is 
more than one third of the distance from Iron canon to Feather river. The wave at Stony 
creek would therefore have fallen to 177,000 second feet, and probably lower, for the 
channel storage is relatively greater in the upper reaches of the river. The assumption 
of 180,000 second feet makes some allowance for tributary accession. 

t Isaac W. Smith seems to be the authority responsible for these extraordinary 
figures. In the case of Cache creek he estimated the discharge from a measured cross- 
section and slope and found 85,000. By a. series of independent measurements of the 
amounts escaping from the Sacramento into the Yolo basin above the railroad bridge 
and the amount flowing under the railroad trestle, he deduced a flow of 19,000 for Cache 
creek. This was probably more nearly correct than the other. The maximum dis¬ 
charge for this stream in 1904, as measured by the United States Geological Survey, was 
about 12,600. 









32 


REPORT OF THE COMMISSION OF ENGINEERS. 


basin and probably rarely exceed maxima of 25,000 and 15,000 respec¬ 
tively where they enter the tide. 

(11) Influence of the Basins .—The fact that no recorded measurements 
below Cache slough give a greater flood discharge for the Sacramento 
than 163,000 second feet (probably not less than 180,000 second feet, 
including Georgiana slough), and the fact that a careful measurement 
at high water just below Feather river in 1896 gave only 121,000 second 
feet, at first seem inconsistent with the flood-discharge figures given 
above. The explanation is undoubtedly to be found in the moderating 
effect of the great basins into which the surplus water flows and which 
act as enormous regulating reservoirs. This influence is not wholly 
lost, even when the reservoirs are practically full, for to increase their 
outflow at all means a rise in their surface and the storage of a cor¬ 
responding amount of water. Their effect at all times—though in a 
less degree when full than when empty—is to cut down the crests of 
the great flood waves passing through them, and to distribute their 
discharge over longer periods than if the river were confined to its 
channel; so that, on the whole, the discharge of the river below the 
reservoir will never be either as high or as low as if the reservoir were 
not there.* 

It should, therefore, not be expected that keeping the river water 
entirely out of the basins is going to lower the extreme height of the 
flood plane of the river, which will undoubtedly be higher in nearly 
every part of its course than at present. This is certain to be the 
immediate effect, though a general lowering of the high-water profile 
from the elevations first created should logically follow as the ultimate 
result of final adjustment of its channel to the increased flood flow. 
But while the fluctuations of the river will be greater under the new 
regime than at present, these higher stages will be of brief duration, f 

* An apparent exception to this rule is the effect of wind action, which, on broad 
shallow areas, may be very great. 

tAn example of the failure to recognize the reservoir effect of a great basin like 
the Yolo is found in the exaggerated ideas of the discharge of the Yolo basin first 
put forward by Isaac W. Smith in 1879, and adopted by Manson and Grunsky in 1894. 
Smith measured the discharge through the Southern Pacific trestles over the Yolo basin 
in 1879 and found it to be 66,000 second feet. He also estimated that Putali creek had a 
maximum discharge of about 65,000 feet. He therefore concluded that the flow of the 
basin below the railroad was not less than 130,000 second feet. Manson and Grunsky 
adopt this figure, saying that, of the 130,000 second feet, Cache and Putah creeks were 
furnishing 100,000 second feet. 

Now if we accept the wholly improbable figure of 100,000 second feet for the simul¬ 
taneous discharge of these two streams, for how long a time shall we apply it? All 
evidence shows that these extreme waves are of very short duration—five or six hours 
at most—the ordinary fiood discharge being less than 10,000 second feet on each stream. 
Assume, however, that the average increase of discharge for twenty-four hours was 
50,000 second feet at this particular time, how much would it increase the outflow 
through the Yolo basin? It could increase it at all only by raising its water plane, 
which, at this particular time, had an area of not less than 200 square miles. To raise 




REPORT OF THE COMMISSION OF ENGINEERS. 


33 


V. 

REFERENCES, DIMENSIONS, AND CHANNEL CAPACITIES OF THE 

PROPOSED IMPROVED WATERWAY. 

(1) For the purpose of determining the elevation of the high-water 
plane of the Sacramento river and the slopes per mile in various parts 
of its course, that portion of the river from its mouth to Stony creek is 
here considered in the following divisions: 

From the mouth at Collinsville to foot of Grand island. 

From the foot of Grand island to the head of Grand island. 

From the head of Grand island to American river. 

From American river to Feather river. 

From Feather river to Meridian (in the vicinity of Butte slough and 
upper Sycamore slough). 

From Meridian to Calden’s landing. 

From Calden's landing to Stony creek. 

For the purposes of levee construction and channel improvement 
this subdivision is modified above the mouth of Feather river as 
follows: 

From Feather river to Colusa. 

From Colusa to Stony creek. 

(2) The reason for the particular subdivision of the upper river 
adopted in the first case is that, in the matter of slopes and elevations, 

it one inch would require a continuous Mow for twenty-four hours of 5,400 second feet; 
to raise it ten inches would require more than the entire 50,000 second feet assumed 
above. 

The discharge from Yolo basin finds its way to the river through Cache slough. The 
largest recorded discharge of the slough that has come to the knowledge of the Com¬ 
mission is about 100,000 second feet. To increase its discharge by 50,000 second feet 
would require a rise in its water surface of several feet. These facts show that any sud¬ 
den inflow of water of short duration into the Yolo basin when well filled can have no 
considerable immediate effect upon its outflow. It is absorbed in storage and flows out 
gradually afterwards. 

Manson and Grunskv not only adopt Smith’s impossible figures as to the discharge 
through Yolo basin, but state that the discharge in 1879 exceeded 200,000 second feet, 
and was “still more” in 1878 and 1881. There is no apparent warrant for these figures. 
No record of discharge measurements of the Sacramento below Cache slough gives more 
than 163,000 second feet. With “ still more” than 200,000 second feet flowing down the 
basin in 1878 or 1881, and, say, 80,000 second feet coming down the Sacramento, the dis¬ 
charge below Grand island must have approximated 300,000 second feet, a figure which 
it is believed has never been reached. On the whole, the discharge of the Yolo basin 
and those of Putah and Cache creeks have been given a degree of importance in all dis¬ 
cussions of the Sacramento flood problem that would seem to be unwarranted by any 
available data. 

Considering all the moderating influences involved, it is believed that the estimate 
given in paragraph 8 above of an increase of only 20,000 second feet in the flood dis¬ 
charge of the river under ultimate regulation by the outflow from Cache slough is well 
on the safe side. 

3— CE 



34 


REPORT OF THE COMMISSION OF ENGINEERS. 


the river changes between Calden’s and Meridian from the steep slope 
above Calden’s to the flat slope below Meridian; and it was necessary, 
for a rational determination of the high-water plane and of levee 
heights, to consider this reach by itself. In the matter of channel 
improvement, on the other hand, Colusa is the natural point of division. 
The character of the river above is practically uniform, requiring a cer¬ 
tain character of treatment; while that below is entirely different and 
demands a different kind of treatment. 


(3) The slopes and elevations of the high-water plane of the regulated 
river are: 



H 2 
< 

2 » » 



3 so £ 

2$ n> 

5"*s 

Slope, 
in feet, 
per Mile 

Collinsville to foot of Grand island 

Miles. 

16 

0.45 

Foot of Grand island to head of 
Grand island (via Steamboat 
slough). _ ... 

12 

0.60 

Cache slough to head of Grand 
island (via Old river)- . 

18 

. 0.40 

Head of Grand island to Ameri¬ 
can river__ 

28 

0.52 

American river to Feather river... 

20 

0.55 

Feather river to Meridian.. _ 

40 

0.60 

Meridian to Calden’s landing ... . 

22 

0.786 

Calden’s landing to Stony creek... 

38 

1.3 


High-Water Planes. 


Elevations, in feet, Above Datum. 


j At Collinsville, mean tide.. 7.0* 
( Foot of Grand island_ 14.2 

At head of Grand island_ 21.4 

At head of Grand island. 21.4 

At mouth of American_ 36.0 

At mouth of Feather_ 47.0 

At Meridian__ 71.0 

At Calden’s landing. ...._ 88.3 

At Stony creek_ 137.6 


(4) The present distance between Feather river and Colusa is assumed 
to be shortened 23 miles by cut-offs. Slopes and elevations are com¬ 
puted on this basis. 

(5) For the purposes of making computations for discharge the slopes 
of the banks are assumed at 3 to 1, extending from the bed of the 
stream to the top of the levees, the inner slope of which is taken to be 
continuous with the slope of the bank. No allowance has been made 
for the space gained wherever the levees are located farther back. In 
applying Rutter’s formula, N has been taken at 0.30 (see Manson and 
Grunsky, page 110). 

(6) The levee heights are assumed at 3 feet above high-water plane. 


* The assumed elevation of mean tide at Collinsville when the Sacramento is in high 
Hood—high tide being 9 feet and low tide 5 feet—may seem too high, and probably is so, 
for any but extraordinary conditions. Long-continued high southerly winds may force 
the tide in the bay far above the normal height. This figure was practically reached 
once during the high water of 1904. 




























REPORT OF THE COMMISSION OF ENGINEERS. 


35 


(7) Collinsville to Cache Slough. —Flood discharge to be provided 
for, 250,000 second feet. The following channel section approximately 
fulfills requirements: 

Slope, .45 foot per mile. 

Mean depth, 35 feet. 

Mean width of section, 1,400 feet. 

Area of section, 49,000 square feet. 

Capacity of assumed section, 251,370 second feet. 

Ground elevation at Collinsville, approximately 5 feet. 

Ground elevation opposite foot of Grand island, approximately 7 feet. 
High-water plane at Collinsville, 7 feet. 

High-water plane at foot of Grand island, 14.2 feet. 

Average height of levees over entire distance, approximately 8 feet. 
Minimum width between center lines of levees, 1,575 feet. 

(8) Foot of Grand Island to Head of Grand Island. —Flood discharge 
to be provided for, 230,000 second feet. The present channel of Old 
river may be depended upon to carry about 36,600 second feet, which 
leaves 193,400 second feet to be carried via Steamboat slough. The 
following section approximately fulfills the requirements: 

Slope, .60 foot per mile. 

Mean depth, 35 feet. 

Mean width of section, 1,000 feet. 

Area of section, 35,000 square feet. 

Capacity of assumed section, 198,450 second feet. 

Ground elevation at foot of Grand island, approximately 7 feet. 

Ground elevation at head of Grand island, approximately 13.4 feet. 
High-water plane at foot of Grand island, 14.2 feet. 

High-water plane at head of Grand island, 21.4 feet. 

Average height of levees over entire distance, approximately 13 feet. 
Minimum width between center lines of levees, 1,175 feet. 

(9) Head of Grand Island to American River .—Flood discharge to 
be provided for, 230,000 second feet. The following section approxi¬ 
mately fulfills the requirements: 

Slope, .52 foot per mile. 

Mean depth, 35 feet. 

Mean width of section, 1,200 feet. 

Area of section, 42,000 square feet. 

Capacity of assumed section, 227,430 second feet. 

Ground elevation at head of Grand island, approximately 13.4 feet. 

Ground elevation at mouth of American river, approximately 28 feet. 
High-water plane at head of Grand island, 21.4 feet. 

High-water plane at mouth of American river, 36 feet. 

Average height of levees over entire distance, approximately 13 feet. 
Minimum width between center lines of levees, 1,360 feet. 

(10) American River to Feather River. —Flood discharge to be pro¬ 
vided for, 190,000 second feet. The following section approximately 
fulfills requirements: 

Slope, .55 foot per mile. 

Mean depth, 35 feet. 

Mean width of section, 1,000 feet. 


36 


REPORT OF THE COMMISSION OF ENGINEERS. 


Area of section, 35,000 square feet. 

Capacity of assumed section, 189,875 second feet. 

Ground elevation at mouth of American river, approximately 28 feet,. 
Ground elevation at mouth of Feather river, approximately 32 feet. 
High-water plane at mouth of American river, 36 feet. 

High-water plane at mouth of Feather river, 47 feet. 

Average height of levees over entire distance, approximately 13 feet. 
Minimum width between center lines of levees, 1,200 feet. 

(11) Feather River to Meridian .—Flood discharge to be provided for, 
150,000 second feet at Feather river and 163,000 second feet at Meridian. 
The following section approximately fulfills requirements: 

Slope, .60 foot per mile. 

Mean depth, 35 feet. 

Mean width of section: Feather river, 770 feet; Meridian, 830 feet. 

Area of section: Feather river, 26,950 square feet; Meridian, 29,050 square 
feet. 

Capacity of assumed section: Feather river, 150,400 second feet; Meridian, 
162,700 second feet. 

Ground elevation at mouth of Feather river, approximately 32 feet. 

Ground elevation at Meridian, approximately 57 feet. 

Higli-water plane at mouth of Feather river, 47 feet. 

High-water plane at Meridian, 71 feet. 

Average height of levees over entire distance, approximately 18 feet along 
present channel and 21 feet along cut-offs. 

Minimum width between center lines of levees: Feather river, 950 feet; 
Meridian, 1,000 feet. 

(12) Meridian to Calden’s .—Flood discharge to be provided for, at 
Meridian, 163,000 second feet; at Calden’s, 168,000 second feet. The 
following section approximately fulfills requirements: 

Slope, .786 foot per mile. 

Mean depth to Colusa, 35 feet. 

Mean width of section, 830 feet. 

Area of section, 29,050 square feet. 

Capacity of assumed section, 181,000 second feet. 

Ground elevation at Meridian, approximately 57 feet. 

Ground elevation at Calden’s, approximately 76 feet. 

High-water plane at Meridian, 71 feet. 

High-water plane at Calden’s, 88.3 feet. 

Average height of levees over entire distance, approximately 16 feet. 
Minimum width between center lines of levees: Meridian, 1,000 feet to 
Colusa —much wider above. 

(13) Calden’s to Stony Creek .—Flood discharge to be provided for, 
168,000 second feet at Calden’s; 180,000 second feet at Stony creek. 
Provision to be made by means of levees only, no channel enlargement 
being contemplated. 


REPORT OF THE COMMISSION OF ENGINEERS. 


37 


VI. 

THE LEVEE SYSTEM. 

(A) Specifications. 

(1) Section. —Crown width is to be 10 feet, and the slopes 3 horizontal 
to 1 vertical on each side. This standard may be departed from where 

exceptional conditions may appear to justify such departure. 

/ 

(2) Clearing and Grubbing. —All trees, bushes, weeds, high grass or 
other growth, or other objectionable material, are to be removed from 
the ground occupied by the levee; all stumps and roots are to be thor¬ 
oughly grubbed out and the excavations refilled with earth and tamped 
until firm. 

(3) Surface Breaking. —The ground to be occupied by the levee should 
be thoroughly broken by a heavy plow to a depth of at least 6 inches, 
and the covered surface of old levees, when enlarged, is to be similarly 
treated with the plow, shovel, or spade. 

(4) Foundation. —Where there is reason to suspect that defects exist 
in the foundation of the levee, as in crossing channels or depressions, 
excavation is to be made of such depth and dimensions as the circum¬ 
stances require, the excavation to be refilled with well-tamped earth. 

(5) Perishable Matter. —All roots, weeds, and other perishable matter 
are to be excluded from the levee while being constructed. 

(6) Sodding. —The levee is to be sodded after completion with the 
most suitable and available kind of grass. No kind of growth other 
than grass is to be permitted on the levee. An exception to this 
specification may be made in the tide-water region where protection 
from wave action is to be provided for. 

(7) Borrow Pits. —Excavations for material for building the levee 
are not to be made on the land side thereof; and a berm 20 feet in 
width is to be left undisturbed between the base of the levee and the 
borrow pit. The depth of borrow pits is to be limited to 5 feet next to 
the berm. 

(8) The grade of the levees is to be 3 feet above high-water plane 
as prescribed. 

(9) Banquettes are to be built across channels and deep depressions 
to the level of the banks and to be 40 feet wide. 

(10) Where the present levees are of such a character, by reason of 
their mode of construction or other cause, as to develop imperfections 
that may vitiate the new system if embodied therein; or if they are 
located so near the river banks or other depressions as to afford 


38 


REPORT OF THE COMMISSION OF ENGINEERS. 


insufficient space for the construction and proper maintenance of the 
standard levees; in such cases the new system of levees is to be moved 
farther back to a sufficient distance to afford the necessary room and 
insure sound levees. 


(B) Location of Levees. 

(11) Sacramento River .—In the location of all levees on the Sacra¬ 
mento river this rule is to be observed: 

Where the distance between existing levee lines is less than the 
prescribed minimum, the additional width required is to be obtained 
on only one side of the river in localities where the disturbance of 
valuable buildings and improvements can thereby be avoided; but in 
cases where the existing levee and the buildings and other improve¬ 
ments are too near the bank of the river to admit of the construction 
and proper maintenance of the standard levee, then such buildings, 
etc., are to be moved far enough back to afford sufficient room for this 
purpose. The location of levees should as far as practicable be made 
with reference to the improvement of the channel alignment. 

(12) Lines of levees are to be constructed on both sides of the Sac¬ 
ramento river from Stony creek on the west and Chico creek on the 
east down to its mouth, including both sides of Old river and Steam¬ 
boat slough, except where existing levees are adopted into the system. 

(13) Below Grand Island .—On the east side the levee is to extend 
to the lower point of Sherman island opposite Collinsville. This con¬ 
templates the closing of Three-mile slough and building the levee line 
across its channel. Along the lower part of Sherman island the insta¬ 
bility of foundation is to be corrected by the use of brush mats, if 
necessary, and protection from wave wash to be provided by similar 
means or by willow growth. 

On the west side the levee is to extend to Collinsville, except where 
interrupted by the approach of high ground to the river bank. The 
minimum width between levees is to be 1,575 feet from center line to 
center line. 

(14) Along Old River .—The existing levee lines along Old river on 
both sides are to be adopted and enlarged where necessary. It is in 
contemplation to close Georgiana slough and extend the levee line 
across its channel. This is not to be done until the levees elsewhere 
are sufficiently developed to contain the full flood flow of the river. 

(15) Steamboat Slough .—The minimum distance between the levees 
on opposite sides of Steamboat slough to be 1,175 feet from center line to 
center line. The levee on the west side is to be extended across Sutter 
slough so as to eliminate that as an outlet or inlet channel. 


REPORT OF THE COMMISSION OF ENGINEERS. 


39 


(16) Grand Island to American River. —The minimum distance 
between these levee lines is to be 1,360 feet from center line to center 
line. The lines are to be continuous on the west side, cutting off Mer¬ 
ritt slough. 

The distance between existing levees along the front of the city of 
Sacramento and the town of Washington is so insufficient that the 
levee on the west side is to be moved back to Second street in the town 
of Washington, and the property between that street and the river 
bank is to be appropriated for levee purposes. 

(17) American River to Feather River. —The minimum distance 
between levee lines is to be 1,200 feet from center line to center line. 

(18) Feather River to Colusa. —The minimum distance between levees 
on this division is to be 950 feet at Feather river and 1,000 feet at 
Colusa from center line to center line. The west line is to extend 
across the lower end of the excised portion of the old channel of Sac¬ 
ramento river near the mouth of Feather river. Along a large pro¬ 
portion of this division channel cut-offs are to be made and the 
excavated earth, in so far as may be required or may be available, is 
to be utilized for levee building. The lines of levees are to be extended 
across the ends of the excised portions of the old channel. The exist¬ 
ing levees are to be utilized where available until the fills can be made 
across the old channel. 

(19) Colusa to Stony and Chico Creeks. —The distance between exist¬ 
ing levee lines above Colusa is everywhere in excess of requirements for 
flood flow. The existing levees are to be utilized where available. 

(20) Stony Creek. —A line of levee is to extend from the upper end 
of the west-side Sacramento levee, up the south side of Stony creek to 
high ground, so as to prevent the escape of any water over its south 

bank. 

(21) Chico Creek. —A line of levee is to extend from the upper end of 
the east-side Sacramento levee, up the south side of Chico creek to high 
ground, so as to prevent the escape of any water over its south bank. 

(22) Butte Creek. —In the vicinity of Parrott’s landing the east-side 
Sacramento levee is to be diverted up both sides of a canal through 
which the Butte creek water is to flow into the river. 

(23) Feather River. —Lines of levees are to be built on both sides of 
Feather river from its mouth where they are to connect with the Sacra¬ 
mento levees. On the west side the levee is to be continuous up to the 
mouth of the canal through which Table Mountain creek is to enter the 
river and to extend up the southeast side of the canal to high ground. 
On the east side the levee is to extend from the mouth of Feather river 
up the east bank, except where interrupted by tributaries, to the mouth 


40 


REPORT OF THE COMMISSION OF ENGINEERS. 


of Honcut creek, and to extend thence up the south bank of Honcut 
creek to high ground. 

Only general expressions can be made regarding the Feather river 
levees, as the Commission is without sufficient data upon which to base 
exact specifications either as to the location or standard of grades. 
Existing lines of levees are to be utilized where they may be available 
and are to be enlarged to a safe standard. Sufficient distance between 
the opposite levee lines is to be allowed for the passage of the floods. 

(24) Yuba River. —Along both sides of Yuba river the existing levees 
are to be utilized so far as they may be available, to be enlarged where 
necessary. The distance between existing levee lines is deemed to be 
ample to pass the floods. 

(25) Reed Creek.— From the mouth of Reed creek levees are to extend 
up both sides to high ground, connecting at its mouth with the Feather 
river levee. 

(26) Bear River. —From the mouth of Bear river a line of levee is to 
extend up the north side to high ground, connecting at its mouth with 
the Feather river levee. On the south side of Bear river the levee is 
to connect at its lower end with the north-side levee of the canal 
through which Auburn ravine and Coon creek are to flow, and to 
extend thence up the south side of Bear river to high ground. 

(27) Auburn Ravine and Coon Creek. —Lines of levees are to extend 
up both sides of the canal through which Auburn ravine and Coon . 
creek are to flow, from its mouth to high ground. The levee on its 
northern and eastern side is to connect at the lower end with the south- 
side Bear river levee. On the southern and western side it is to 
connect with the Feather river levee at the mouth of the canal. 

(28) American River. —On the north side of the American river 
where no levee now exists a levee is to be built from the Sacramento 
river levee up the American river to contour 43, a distance of about 
6 miles. There is to be an interruption in this line where the Pleasant 
Grove creek canal is to enter, about 1^ miles above the mouth of 
American river. On the south side of American river the existing 
levee is to be utilized and to be enlarged to the required standard. 

(29) Pleasant Grove Creek. —Lines of levees are to extend up both 
sides of the canal that is to carry the water of Pleasant Grove creek 
and several smaller streams lying to the south of that creek, into 
American river. These levees are to connect with the American river 
levee at the mouth of the canal, and extend up the canal to high 
ground. 

(30) Cache Slough. —Lines of levees are to extend up both sides of 
Cache slough from its mouth to high ground, except where interrupted 


REPORT OF THE COMMISSION OF ENGINEERS. 


41 


by the entrance of tributaries. On the north side the levee is to con¬ 
nect at the mouth of the slough with the lower end of the Sacramento 
(Steamboat slough) levee, and extend up the north side of Cache slough, 
interrupted by the entrance of Miner slough and passing by Maine 
Prairie to contour 20 above that place. On the south side the levee is 
to connect with the Sacramento levee at the mouth of the slough, and, 
interrupted by the entrance of Lindsey slough, to extend up the south 
side of Cache slough, passing opposite to Maine Prairie to contour 20 
above that place. These levees are to be located in conformity to the 
banks of the slough and are to cut off Prospect slough, Haas slough, 
and Alamo creek. The drainage of the two streams last above men¬ 
tioned is to be carried into Cache slough above Maine Prairie. 

(31) Miner Slough .—At the mouth of Miner slough the levees are to 
connect with the Cache slough levees, and extend northward up each 
side of Miner slough. On the east side, from the mouth of the slough 
to the northwestern projection of Ryer Island, where the slough turns 
eastward, the existing levee is to be utilized and enlarged to the required 
standard. Later on in the development of the Commission’s plan this 
levee is to be extended across Miner slough at this point and northward 
to form the east side of the Yolo canal. 

On the west side the levee is to be located at a minimum distance of 
900 feet from the east-side levee from center line to center line, and 
generally parallel to same, from the mouth of the slough to the north¬ 
western corner of Ryer island, and to be a continuation of the levee on 
the west side of the Yolo canal. The space between these Miner slough 
levees is to constitute the lower reach of the Yolo canal. 

(32) Lindsey Slough .—Lines of levees are to extend on each side of 
Lindsey slough from its mouth to contour 20 near its head. These 
levees are to be located in conformity with the banks of the slough and 
are to be connected at its mouth with the Cache slough levees. 

(33) Yolo Basin .—A levee is to be constructed at once defining the 
west side of the Yolo canal. This levee is to be an extension northward 
along the trough of the basin of the levee above described on the west 
side of Miner slough. It will pass through the west side of the long 
trestle where the Southern Pacific railroad crosses the basin and will 
continue thence to Gray’s bend. Its location is shown on the accom- 
panying map. 

(34) The east side of the Yolo canal is to be for the present left 
unleveed, except along the west side of Ryer island and for a distance 
of 3.7 miles below Gray’s bend. The east-side levee from Gray’s bend 
is to extend southward and parallel to the west-side levee, at a distance 
of 900 feet between center lines, from the head of the cut at Gray’s 
bend to the mouth of Cache creek canal, from which point to its tern- 


42 


REPORT OF THE COMMISSION OF ENGINEERS. 

/ 

porary terminus the width is increased to 1,100 feet. A temporary levee 

about three fourths of a mile in length is to connect the lower end of 

this east-side levee with the Sacramento river levee to the eastward, in 

order to inclose temporarily the basin above for reclamation purposes. 

After the conditions of flood flow have been developed in the Yolo canal 

the east-side levee is to be located and constructed to Rver island in 

%/ 

accordance with such development. 

(35) Cache Creek .—The levees to inclose Cache creek water are to 
begin at the railroad about 5.5 miles west of the Yolo canal. The north- 
side levee is to extend thence about due east to the canal. The south- 
side levee is to extend parallel to the opposite levee to a point about 
three fourths of a mile from the Yolo canal, from which point it is to 
curve southward so as to expand the mouth to a width of half a mile 
to allow space for the deposition of debris in Cache creek. 

(36) Willow Slough .— 1 The levees to inclose the water of Willow slough 
are to built on each side of the channel beginning at a point 4 miles 
west of the Yolo drainage canal. They are to extend thence parallel to 
each other in an easterly direction to a junction with the Yolo canal 
levee. The north-side levee is to be straight; the south-side levee is to 
diverge from the north-side levee three fourths of a mile from the Yolo 
canal, expanding its mouth to a width of half a mile in order to leave a 
space for the deposition of debris. 

(37) Putah Creek .—The levees to confine the water of Put ah creek are , 
to be built one on each side of the channel beginning at the railroad 
about 8.5 miles west of the Yolo drainage canal. They are to extend 
thence in a southeasterly direction parallel to each other, the south-side 
levee diverging to the southward about one mile west of the Yolo canal, 
expanding the mouth of the Putah creek canal to a width three fourths 
of a mile where it joins the Yolo canal in order to afford a space for 
the deposition of the debris in Putah creek. 

(38) The exact location of the levees in connection with the Yolo 
canal above described may be modified somewhat to suit the topography 
of the ground as developed by instrumental examination. 

(39) Smaller Tributaries .—The levees to confine the waters of the 
smaller tributaries of the Sacramento, Feather, and American rivers 
can not now be exactlv described as to the width between them, 
grades, etc., which are to be determined on the ground and adjusted 
to the requirements in each case. 

(40) It should be noted that of the above described levees all those 
bordering the drainage and diversion canals are expected to be formed 
from the earth excavated from the canals themselves; and that in the 
estimate of cost given in this report they are therefore not included as 
levee embankment, but only as “Excavation.” 


REPORT OF THE COMMISSION OF ENGINEERS. 


43 


(41) Easement Weir Levees .—Two lines of levees are to be built at 
each of the easement weirs prescribed to confine the overflow and con¬ 
duct the water to the outfall designed for it in each case. 

At the weir near Calden’s these levees are to be located from the 
front levee back to the trough of the basin, about 4 miles distant, and 
are to be spaced 1,150 feet apart between center lines, and to connect 
with the east-side levee of the Colusa canal. 

At the upper Sycamore slough weir two lines of levees to confine the 
overflow are to extend along each side of Sycamore slough from the 
front levee to the trough of the basin, a distance of about 5 miles. At 
the weir they are to be spaced 1,150 feet apart between center 
lines. These lines are to converge toward each other so that the dis¬ 
tance between center lines shall be 650 feet at a point about 1,000 feet 
from the weir, and to extend thence along parallel lines to a junction 
with the east side of Colusa canal. 

At the Fremont weir (below the mouth of Feather river) the over¬ 
flow is to be conducted into the old cut-out. channel of Sacramento 
river at a point about a mile distant from the weir between suitable 
lines of levees as shown on the accompanying map. 

The Paine’s break weir is to have two lines of levees to confine and 
conduct the overflow back to the trough of Yolo basin. These levees 
are to be spaced 1,150 feet apart between center lines, and for the present 
are to extend back to a distance of only about one mile from the 
weir. When the east-side levee of the Yolo canal is constructed, these 
levees are to be extended to a connection therewith. 

The cross-sectional dimensions of the easement weir levees are to be: 
slopes, 2^ to 1 on each side; crown width, 6 feet. 

(42) Estimate of Levee Volumes .— 

Collinsville to Foot of Grand Island. 

Mean levee height over entire distance, approximately 8 feet. 

Volume of levee embankment--- 1,773,000 cu. yds. 

No deduction is here made for existing levees, although 
it may be found that some of these can be utilized. 

Foot of Grand Island to Head of Grand Island. 

Mean levee height over entire distance, 13 feet. 

Volume of levee embankment- 2,763,000 cu. yds. 

Volume of existing levees that can be utilized- 633,000 cu. yds. 

Volume remaining to be built--- 2,130,000 cu. yds. 

Reinforcement of levees along Old river- 1.422.000 cu. yds. 

Head of Grand Island to American River. 

Mean levee height over entire distance, 13 feet. 

Volume of levee embankment- 6,929,000 cu. yds. 

Volume of existing levees that can be utilized- 848,000 cu. yds. 

Volume remaining to be built 


6,081,000 cu. yds. 












44 


REPORT OF THE COMMISSION OF ENGINEERS. 


American River to Feather River. 

•» 

Mean levee height over entire distance, 16 feet. 

Volume of levee embankment_ 3,583,000 cu. yds. 

Volume of existing levees that can be utilized- 622,000 cu. yds. 

Volume remaining to be built___ 2,961,000 cu. yds. 


Feather River to Colusa. 


Mean levee height along existing channels, 21 feet. 

Volume of leveeembankmentalongexistingchannels 13,880,000 cu. yds. 

Volume of existing levees that can be utilized- 575,000 cu. yds. 

Volume along existing channels remaining to be built-13,305,000 cu. yds. 

Volume of levee embankment along cut-offs_ _ 9,300,000 cu. yds. 


Colusa to Stony and Chico Creeks. 
Mean levee height over entire distance, 15 feet. 


Volume of levee embankment__ 13,290,000 cu. yds. 

Volume of existing levees that can be utilized_ 840,000 cu. yds. 


Volume remaining to be built__- 12,450,000 cu. yds. 

Total for Sacramento river levees_49,422,000 cu. yds. 


(43) Feather River and Tributaries. 

Mean levee height from mouth to Marysville, 15 feet. 

Mean height from Marysville up, 9 feet. 

Volume of levee embankment, Feather river_ 10,600,000 cu. yds. 

Volume of existing levees that can be utilized_ 880,000 cu. yds. 

Volume remaining to be built___ 9,720,000 cu. yds. 

Approximate volume of lateral levees along tributaries___ 2,000,000 cu. yds. 

Total for Feather river and tributaries___11,720,000 cu. yds. 


(44) 


American River and Tributaries. 


Work is nearly all on north shore. 

Mean levee height over entire distance, 8 feet. 
Volume of levee embankment_ 


532,000 cu. yds. 


(45) 


Cache Slough and Tributaries. 


Mean levee height below junction of Lindsey slough, 15 feet; thence to upper end, 9 feet. 

Volume of levee embankment__ 1,953,000 cu. yds. 

Volume of existing levees that can be utilized_ 237,000 cu. yds. 

Volume remaining to be built__.... 1,716,000 cu. yds. 


(46) The foregoing estimates of the volume of existing levees that 
can be utilized on new construction work are based upon surveys made 
seven to ten years ago. Some of these old levees have been greatly 
enlarged and strengthened, particularly around Grand island and 
around Marysville. Between Colusa and Stony creek much new levee 
work has been done and more is now in progress. In fact, levee work is 
going on to a greater or less extent on various portions of the river. It 
would probably be within the truth to increase the estimated volume 
of all these levees, as taken from the old surveys, by 1,000,000 cubic 
yards. 


(47) The Island Levees .—The Commission has not taken cognizance 




























REPORT OF THE COMMISSION OF ENGINEERS. 


45 


of the levees inclosing the islands in the lower Sacramento and San 
Joaquin valleys. These are in the nature of private enterprises, and 
the Commission deems that its function is limited to those levees that 
are required to confine the flood water to the river channels, and that 
have a direct effect upon the regimen of the flood flow in the rivers. 
The confinement of the floods to the rivers must simplify the problem 
and lighten the burden of maintaining levees around the islands; and 
the cutting off of outlet channels should eliminate many miles of doubled 
levee lines that are now maintained, unless these channels are to be 
kept open at their lower ends for purposes of navigation, and in such 
cases the height of the levees may be much diminished as they recede 
from the outfall of the river. 


VII. 

PLAN OF CHANNEL DEVELOPMENT. 

(1) The channel of the Sacramento from about the town of Colusa 
to its mouth is generally very deficient in capacity to carry its floods. 
It is therefore found necessary in conjunction with the principle of 
concentration of flood flow through the agency of levees, to provide for 
extensive rectification of the channel by means of cut-offs and enlarge¬ 
ment work. For the purpose of giving a particular description of the 
work that comes in this class, the Sacramento river will be considered 
by divisions, as given in Part V, Par. 1. 

(2) Suisun Bay to Foot of Grand Island .—The estimated maximum 
flood flow between Suisun bay and the foot of Grand island, 250,000 
cubic feet per second, will require a channel with a cross-sectional area 
of 49,000 square feet. It is assumed that the high-water plane will be 
2 feet above the banks at Collinsville, and 7.2 feet at the foot of Grand 
island. The mean width between banks is taken as 1,400 feet. The 
minimum distance between levees from center line to center line is to 
be 1,575 feet. The cross-sectional area between banks will therefore be 
46,000 square feet at Collinsville and 38,600 at the foot of Grand island, 
and the total volume of the completed channel below banks will be 
about 132,352,000 cubic yards. The total volume of the present channel 
within banks for the same distance is estimated to be approximately 
75,000,000 cubic yards. The difference is 57,352,000 cubic yards, which 
represents the volume of material to be removed in order to give the 
required channel dimensions. 

(3) Horseshoe Bend Cut-off .—In considering the question of the pro¬ 
posed cut-off of Horseshoe bend between Three-mile slough and Toland's 
landing, the Commission takes the view that this is a desirable thing to 
be done in itself and that the feasibility is wholly a question of cost. 


46 


REPORT OF THE COMMISSION OF ENGINEERS. 




Among the advantages that would result the following may be men¬ 
tioned: 

The length of this reach (Horseshoe bend), which is 23,000 feet, 
would be shortened by 6,640 feet. It is conservatively estimated that 
the flood plane would be permanently lowered at the head of the cut 
by about one foot. 

The cut-off would materially facilitate the passage of the floods 
through this part of the river. 

The lowering of the flood plane would add considerably to the se¬ 
curity of the levees in the Cache slough and Grand island regions and 
below. The quantity of material required to be excavated in the cut is 
estimated at 24,000,000 cubic yards. 

(4) There is a possibility that some degree of instability might de¬ 
velop in the material through which the cut is proposed to be made, 
which might result in sloughing of the sides to some extent, thereby 
increasing the quantity of material to be handled; but judging from 
analogous conditions where cut-offs have been made in the San Joaquin 
river it is believed that this difficulty would not prove formidable. 

(5) The cost of the work would be made up of the cost of excavation 
and the cost of right of way. The total volume of the cut is estimated 
at about 24,000,000 cubic yards, of which, under arbitrary rule adopted 
by the Commission, 16,000,000 cubic yards would have to be removed 
by mechanical means. This would be offset in part by eliminating 
the channel enlargement around Horseshoe bend, amounting to about 
5,300,000 cubic yards; and by the saving in levee construction due to a 
lowering of the high-water plane, about 1,000,000 cubic yards; leaving 
9,700,000 cubic yards which would have to be removed. To the cost of 
this work must be added that of about 500 acres for right of way. 

(6) As before stated, the advisability of adopting this measure resolves 
itself into a matter of cost. After deducting the off-sets mentioned above, 
the net additional cost of making the Horseshoe bend cut-off would be 
about $1,000,000. The Commission declines to make a positive recom¬ 
mendation either way on this proposition, but submits that if the total 
cost of the entire plan of reclamation will not be unduly increased by this 
additional amount, the advantages above enumerated may justifv the 
expenditure. 

(7) Three-mile Slough. —Three-mile slough should be permanently 
closed. Whether this closing should follow or precede the improve¬ 
ment of the river below is doubtful, but when done, it should all be 
done at once during a single season of low water. A point should be 
selected where the bank-full section is smallest, unless the depth be too 
great, for a shallow section of greater area might present less difficulty 
than a smaller one with excessive depth. Willow mattress and rock 


REPORT OF THE COMMISSION OF ENGINEERS. 


47 


reinforced by earth fill should be the general character of the work. 
Ihe earth fill should be made a part of the levee which must turn in 
from the Sacramento along both banks of the slough to the site of the 
dam. 

(8) From the Foot to the Head of Grand Island .—As a general princi¬ 
ple the bifurcation of a river channel, as when it passes around an 
island, diminishes its ability to maintain a good depth by scour. For 
this reason it is a frequent practice in non-tidal rivers, as one means of 
improving their navigable depths, to close secondary chutes and force 
a more powerful current through the main channel. 

The existence of two channels, Old river and Steamboat slough, 
around Grand island, is therefore an undesirable condition, and it 
would be better, so far as the river itself is concerned, to close one and 
make the other do all the work. Unfortunately the interests of local 
commerce make it seem at present inadvisable permanently to close 
either channel. It will probably be better, nevertheless, as a measure 
of flood relief, to leave one channel practically as it is and devote all 
improvement work to the other with a view of making it the main flood 
carrier. 

(9) As between Old river and Steamboat slough, the latter offers 
the greater advantage for development. Its length is one third less 
than that of Old river and its gradient must therefore be one half 
greater; so that with equal conditions as to channel cross-section, it will 
carry more water. This gain is not indeed in proportion to the increase 
of slope. For similar cross-sections, such as that elsewhere assumed 
for Steamboat slough, the velocity by the latter route would be only a 
foot per second greater than by Old river; but a gain of one foot per 
second in mean velocity is of great value where economy of cross- 
section is so important. It is therefore decided to make Steamboat 
slough the main flood carrier and leave Old river to be maintained to 
its present carrying capacity. 

(10) It will be necessary to give Steamboat slough a cross-section of 
35,000 square feet below the high-water plane in order to carry the 
excess which Old river is unable to carry, estimated as a maximum 
flow of 193,400 second feet. This work should be so done as to rectify 
the course of the channel by cutting off convex banks, and substitut¬ 
ing long even curves for the present abrupt ones. The entry at the 
head should be entirely changed so as to conform to the course of the 
main river above. The work already done at the mouth of Cache 
slough, to give a better junction of the two streams, could advanta¬ 
geously be carried somewhat farther, though the need of it will dimin¬ 
ish as the discharge from Cache slough is diminished. 


48 


REPORT OF THE COMMISSION OF ENGINEERS. 


(11) A small extent of work should be done in Old river to bring the 
contracted sections up to the present general average. 

(12) The question of the effect upon Old river of opening up Steam¬ 
boat slough is one that can not be settled in advance. It is not deemed 
advisable at first to put in works at the head of Steamboat slough 
designed to maintain a certain low-water flow through Old river. It 
will be better to await developments, and if it ever becomes necessary 
to restrain the low-water flow through Steamboat slough it will be time 
enough to do it when that necessity arises. 

(13) Georgiana slough should be permanently cut off. The dam 
might advantageously be located at the site of the drawbridge just 
below the head of the slough, and be made a permanent causeway, 
thereby removing the necessity for future maintenance of a bridge. 
The closing of this slough might possibly cause some inconvenience to 
navigation interests, but nothing of consequence, because nearly all 
freight is carried down the slough to the San Joaquin. The relief to 
the levees, on the other hand, by cutting off all connection with the 
Sacramento, would be 1 a gain of great and lasting importance. 

(14) Sutter slough should be cut off at its head, and Miner slough 
likewise where it leaves Sutter, so as to remove entirely the existence of 
subsidiary channels around Ryer and Sutter islands. It is also advisable 
to cut off Sutter at its mouth and thus remove further necessity for the 
maintenance of levees along this slough. 

(15) Steamboat Slough: Estimate of Quantities .— 

Average area of completed section below banks, 26,900 square feet. 


Volume of completed channel below banks— Cu. yds. 

Below Sutter slough- 40,000,000 

Above Sutter slough_ 20,000,000 

Volume of present channel below banks— 

Below Sutter slough___... 7,500,000 

Above Sutter slough_____ 2,700,000 

Total quantity to be removed for a completed channel — 

Below Sutter slough_ 32,500,000 

Above Sutter slough-- 17,300,000 


(16) Head of Grand Island to American River: Estimate of Quan¬ 
tities .— 

Average area of completed section below banks, 29,320 square feet. 


Cu. yds. 

Volume of completed channel below banks__155,000,000 

Volume of present channel below banks ....... 56,000,000 

Total quantity to be removed for a completed channel_ 99,000,000 


(17) The first bridge across the river is encountered at Sacramento— 
a combination railroad and highway bridge belonging to the Southern 
Pacific Railroad Company. It is not an up-to-date bridge, and obstructs 












REPORT OF THE COMMISSION OF ENGINEERS. 


49 


the channel to an unnecessary degree. It will probably be rebuilt in the 
near future. Its grade should be raised so that no point of the super¬ 
structure shall project below 37 feet. It is nearly that high now, and 
the change of grade, which will depend somewhat upon the depth of 
door system, will not exceed 3 or 4 feet. The total length should be 
1,350 feet, of which 400 feet should be taken up by the draw spans of 
200 feet on each side of the pivot pier. The remaining distance should 
be covered by three equal spans. This would require four piers in the 
water, and these should be especially designed to oppose as little resist¬ 
ance as possible to the current of the river. The foundation for the 
masonry should, of course, be carried below any possible limit of scour. 

(18) American River to Feather River: Estimate of Quantities .— 

Average area of completed section below banks, 20,000 square feet. 


Cu. yds. 

Volume of completed channel below banks___ 78,000,000 

Volume of present channel below banks.___ 48,000,000 

Total quantity to be removed for a completed section. 30,000,000 


(19) On both this reach and the one preceding, easement weirs are 
to be provided, but these special structures will be discussed in another 
place. 

(20) Feather River to Colusa. —The character of the river over this 
reach is essentially different from that above and below. The slope is 
flat, the channel excessively crooked, the banks stable and the cross- 
section very deficient in dimensions. The river can not carry more 
than one third of an ordinary flood nor more than one fifth of a great 
flood. The remedy proposed for this condition, besides the construction 
of high levees, is (a) to straighten the channel of the river by cutting 
off excessive curvature, and (h) to enlarge it over the remainder of the 
distance. 

(21) The river distance from Feather river to Colusa is 70.3 miles. 
By cutting 13.4 miles of new channel this distance can be reduced by 
22.9 miles, which would make it 47.4 miles. It has been taken as 47 
miles in the table of slopes and distances. (See Part V, Par. 3.) The 
following table gives the essential data regarding these cuts: 


4— CE 





50 


REPORT OF THE COMMISSION OF ENGINEERS. 


/ 

Stations. 

River 

Distance. 

Cut-off 

Distance. 

Saving. 

Length 
of Cut. 

Right or 
Left Bank. 



lin. ft. 

lin. ft. 

lin. ft. 

lin. ft. 


Sacramento slough to 



r 




Portuguese bend _ __ 

948-883 

65,000 

18,000 

47,000 

18,000 

; Left. 

Four-mile bend_ 







Railroad bend- -f 

858-850 

8,000 

5,550 

2,450 

4,000 

Right. 

Victor bend_ _) 






|Right. 

Missouri or Elbow bend ) 

843-832 

11,000 

5,500 

5,500 

4,600 

/Left. 

El Dorado bend-j 






(Left. 

Smith’s ferry- y 

828-814 

14,000 

8,250 

5,750 

5,800 

■/Left. 

818 to 814_) 






(Left. 

Stone monument..- 

807-804 

3,000 

2,100 

900 

1,500 

Left. 

Collins’s eddy--- 

803-798 

5,000 

2,100 

2,900 

1,600 

Right. 

Ministerial bend-. - - 

795-785 

10,000 

2,250 

7,750 

2,100 

Right. 

Race Track bend.. .. - 

782-773 

9,000 

2,400 

6,600 

2,000 

Right. 

Bovers’s bend- 

756-752 

3,500 

2,400 

1,100 

1,800 

Left. 

Steiner’s bend .. -- 

738-720 

18,000 

7,900 

10,100 

7,100 

Right. 

Seepage bend .. ... - 

710-706 

4,000 

2,100 

1,900 

1,500 

Left. 

Bend above Grimes- 

676-671 

5,000 

3,100 

1,900 

2,800 

Right. 

Byers’s bend_ _ 

668-662 

6.000 

4,000 

2,000 

3,200 

Left. 

Dotyb’nd, or 20-Mile b'nd 

658-652 

6,000 

2,650 

3,350 

2,000 

Right. 

Earps’s bend - - 

652-647 

5,000 

2,600 

2,400 

2,400 

Right. 

Sycamore bend.. .. 

644-629 

15,000 

5,150 

9,850 

4,300 

Left. 

Butte slough bend- 

612-596 

16,000 

6,700 

9,300 

6,000 

Right. 

Totals.. - - 

— 

1 

203,500 

82,750 

120,750 | 

1 

70,700 



(22) Estimate of Quantities .— 

Area of completed section below banks at Feather river, 14,500 square feet; 


at Colusa, 16,000 square feet. 

Volume of completed channel below banks— Cu. yds. 

Along present channel... 1 -- 94,700,000 

Along cut-offs_ 31,900,000 

Volume of present channel below banks_a___ 47,000,000 

Total quantity to be removed for a completed channel— 

Along present channel- 47,700,000 

Along cut-offs-- 31,900,000 


(23) The old channel of the river at Portuguese bend and near 
Sacramento slough should be permanently dammed off and the dams 
made a part of the levee line. 

(24) At Knight’s landing the river is spanned by a combination 
railroad and wagon bridge. Its total length is 362 feet, with a draw 
the two arms of which are 120 feet. The elevation of the base of the 
































































REPORT OF THE COMMISSION OF ENGINEERS. 


51 


rail is 48 feet (San Francisco bay datum, 49 feet). It should be 
replaced by a bridge with a total length of 1,000 feet, made up as fol¬ 
lows: Draw spans, 300 feet in all, and two spans of 350 feet each. 
The lowest point of superstructure should have an elevation of not less 
than 52 feet. 

(25) Colusa to Stony Creek .—On this reach of the river it is not pro¬ 
posed to do any channel work, but to rely for the necessary capacity 
upon the increased width between levees. The character of the river 
is quite different from that below. The banks are more unstable and 
the channel more shifting. The cross-sectional area increases from 
Colusa up until at Stony creek it is capable of carrying ordinary floods 
in its natural condition. 

(26) For the purpose of making some definite estimate, it has been 
assumed that as to channel development in general, from Colusa to the 
mouth of the river, two thirds of the material is to be removed by the 
agency of the current and one third by mechanical agency; and as 
regards the new channel cut-offs, it has been assumed that two thirds 
of the work is to be done by direct human agency and the remaining 
third by the flowing water. The degree of approximation to correct¬ 
ness of these assumptions can of course only’ be determined by the 
event. 

(27) On the basis of these assumptions, the quantities to be removed 
bv mechanical means on the various divisions are as follows: 


Cu. yds. 

Collinsville to foot of Grand island__ 19,117,000 

Foot of Grand island to head of Grand island— 

Below Sutter slough-- 10,800,000 

Above Sutter slough- 8,650,000* 

Head of Grand island to American river- 33,000,000 

American river to Feather river_ 10,000,000 

Feather river to Colusa— 

Along present lines- 15,900,000 

Along cut-offs- 21,270,000 


Total ......___ 118,737,000 


(28) Clearing between Levee Lines .—On the Sacramento river from 
Colusa down, all trees, buildings, and other obstructions to the flow of 
the flood water are to be cleared off between the opposite lines of levees; 
and this interspace is to be kept clear of such obstructions. Above 
Colusa the width between levees is excessive for the flood-carrying pur¬ 
pose, but it is essential that a sufficient width be kept clear of obstruc¬ 
tions to the flood flow. This cleared interspace is to have a width, 
including the channel, at Colusa, of 1,200 feet; at Calden’s, of 1,400 feet; 
at Stony creek, of 1,600 feet, and at intervening points in proportion. 


* See paragraph 33. 
















52 


REPORT OF TIIE COMMISSION OF ENGINEERS. 


Along the tributaries in general, where the width between levees is 
not excessive for flood passage, the whole interspace is to be kept clear 
of obstructions, and where width is excessive, a space proportionate to 
the size of the channel and flood volume is to be cleared. 

(29) Work to be Undertaken First .—Referring to the large estimate 
of cubic yards of earth to be removed from the channel of the Sacra¬ 
mento river, it is proper here to state that after the flood flow shall be 
largely confined by levees it is expected that a very large proportion of 
this work is to be accomplished through the agency of current erosion. 
During the process of this channel development, mechanical aid is to 
be applied when and where conditions may indicate the expediency ,of 
such application, the extent of which mechanical work, and the period 
of time during which it is to continue, can not be foreseen. 

(30) Certain features of the work of channel rectification of definite 
extent and quantity outlined in the foregoing description it has been 
determined must be done by direct mechanical means as a first opera¬ 
tion, for which arrangements should be made at the outset, to wit: 

(31) In the matter of cut-offs between Colusa and Feather river, two 
thirds of the material, in the new channels is to be excavated by 
mechanical agency. The portions of the old channel that are to be 
connected by the cut-offs in this division of the river are so narrow as 
to require immediate enlargement by mechanical means, and one third 
of the material that is required to be removed to enlarge the channel to 
its ultimate dimensions must be removed as a first operation. 

(32) The cut at the head of Steamboat slough falls in the same cate¬ 

gory as the cut-offs above the Feather, and is to be similarly treated. 
For the enlarging of the channel of Steamboat slough from the head to 
the mouth of Sutter slough about one half is to be arranged for as a 
first operation, and about one third from Sutter slough to the mouth, 
the work to be adjusted to making a channel of uniform dimensions 
throughout. # 

(33) Below the foot of Grand island it is important that channel 
correction be applied as a first operation where marked deficiency of 
channel capacity now exists, and the same provision is here to be made, as 
specifically indicated elsewhere, for doing one third of the required enlarg¬ 
ing by direct mechanical means. The Commission has not been furnished 
with sufficiently detailed information about the present exact dimen¬ 
sions and other conditions pertaining to this part of the Sacramento 
channel to serve as a basis for a more specific recommendation as to the 
application of enlargement work here. An elaborate detailed survey 
must be made of this division of the river as a necessary preliminary 
upon which to base a definite plan of operations. 


REPORT OF THE COMMISSION OF ENGINEERS. 


(34) Bank Revetment .—The plan adopted for the enlargement of the 
channel contemplates that a large part of the work is to be done by 
current erosion and must of necessity involve a considerable extent of 
caving of the river banks. It is to be expected that in this process of 
widening of the channel there will be localities where, either from 
threatened encroachments upon the levee lines or from the danger of 
developing undesirable channel alignment, it will be necessary to adopt 
measures to restrain the caving where such unfavorable effects are to 
be apprehended. From observations made by the Commission and 
information obtained from other sources, it is believed that this purpose 
can be accomplished by comparatively simple and inexpensive work of 
bank revetment . It is not possible to foresee where or to what extent this 
class of work must be done, or to make an estimate to cover the cost 
with any confidence as to its correctness. As a basis for some definite 
expression, however, it is arbitrarily assumed that 250,000 lineal feet, 
or about 47 miles of river bank, must be so treated. 

(35) The Mouth of Sacramento River :—-It is not deemed to be strictly 
within the province of the Commission to deal with this question 
beyond the exact limits of the river’s mouth. Nevertheless, it is 
believed that an intimate relation obtains between the conditions imme¬ 
diately beyond the mouth and the channel regimen above. It is 
believed that a deep channelway across the bar just outside the mouth 
of the river, to shorten the distance and give a better alignment to deep 
water, is desirable and important, as ingress and egress of the tidal 
flow into the river channel would thereby be greatly facilitated, and 
an important influence be thus exerted toward maintaining suitable 
channel conditions in the lower river. It is suggested that the proper 
authorities be invoked with a view to the accomplishment of this object 
by such means as they may approve. 

VIII. 

THE WEST-SIDE DRAINAGE CANAL AND TEMPORARY BY-PASS. 

(1) In deciding upon the system of drainage for the west-side basins 
before described, the following considerations were had in view: The 
general plan recommended provides for the construction of levees on 
both sides of the Sacramento river from Stony creek and Chico creek 
down, which are to be high enough and strong enough to confine to the 
river a much larger proportion of the flood flow than has ever been 
carried, or contemplated to be carried heretofore; and it is expected 
that even in the primary stage of channel development in the majority 
of flood seasons there shall be no escape of water over the easement 
weirs to be provided. It is contemplated by the plan proposed that the 


54 


REPORT OF THE COMMISSION OF ENGINEERS. 

capacity of the river channel shall be progressively developed until the 
entire volume of the great floods shall pass to the bay with no escape 
out of their confining levees. 

(2) A considerable period must, however, elapse in the process of 
this development during which the river will not be able to carry the 
entire run-off from the watershed in seasons of great floods. Some 
temporary provision must therefore be made for disposing of this 
surplus. This can be done by using temporarily for the passage of 
overflow water the system of canals hereafter described, designed 
primarily to carry the west-side drainage; or by giving the overflow 
free access to the low basins on either side as at present. The latter 
alternative has been rejected in the interest of more speedy reclama¬ 
tion of the overflowed lands, and the west-side drainage system is to be 
used for disposing of the overflow water so long as may be necessary. 

(3) In seeking a suitable location for this temporary by-pass, the 
topography of the low lands on the two sides of the river has been 
taken into.account. From Chico and Stonv creeks down, the land on 
either side is lower than the banks of the river, and floods have escaped 
over both banks through an indefinite, but very long, period in the 
past. An auxiliary channel along either or both sides to gather up 
this overflow water and convey it down the valley would seem to be 
a rational measure. But on the east side there are two formidable, 
and practically insuperable, obstacles to the construction of a continu¬ 
ous channel—the Feather and the American rivers. Both of these 
streams bar the way absolutely and render it impossible to carry a 
canal continuously along the bottom of the basins, where it should be 
carried to be effectual. It must be carried on such a high line as to be 
capable of discharging into these rivers at floods, and this condition 
renders it quite useless for the important additional purpose of drain¬ 
age. Besides this, with the proposed increase in the height of the high- 
water plane, the difficulties will be so far increased as to be practically 
prohibitory. 

(4) On the west side the situation is different. Upper and lower 
Colusa basins are connected by a narrow depression which affords 
gravity drainage from the one to the other. Lower Colusa basin, how¬ 
ever, is separated from the Yolo basin by a broad ridge of ground 10 
feet in height above the lowest point in the basin. This ridge is about 
6 miles broad, and it would be a very costly matter to excavate a large 
canal through it. But the proposed abandonment of the present chan¬ 
nel of the Sacramento from Portuguese bend to Grav’s bend removes a 
large part of this difficulty by affording a fine channel through the 
greater pari of the ridge. The deep cut would thus be limited to a dis¬ 
tance of about 2 miles from Sycamore slough to Portuguese bend just 


REPORT OF THE COMMISSION OF ENGINEERS. 55 

in rear of Knight’s landing, and 1.4 miles from Gray’s bend to the 
low ground in the Yolo basin. The length of cut on this route is about 
3 miles shorter than on a line directly through the ridge, while the 
excised portion of the Sacramento will give a better channel over that 
portion of the route than it would be feasible to excavate. 

(5) With this cut made, a direct gravity route is open all the way 
from the head of Colusa basin to the foot of Yolo basin, where a free 
outlet is had via Cache slough directly into the Sacramento. 

(6) A canal thus located will serve three important purposes: (a) The 
carrying of the surplus flood waters from the river; (b) The inter¬ 
ception of tributaries from the hills which now lose themselves in the 
basins; and (c) The drainage of the basins themselves of seepage and 
rain water. The last two purposes may be considered together under 
the head of drainage. 

(7) The by-pass function is expected to be only temporary, but the 
drainage function will be permanent. It is a rational arrangement, 
therefore, to gauge the capacity of the new canal through the deep cut 
at Knight’s landing, by the necessities of drainage rather than by those 
of overflow, which it is expected will eventually disappear. From the 
exhaustive report of Mr. C. E. Grunsky in 1896 to the land-owners of 
Drainage District No. 108 (page 35), the maximum run-off likely to occur 
from the entire watershed tributarv to the basin is about 11,000 second 
feet. The canal is therefore to be proportioned to carry this volume. 
While it will not carry the overflow from the Sacramento as fast as it 
may come in high floods, it will dispose of it rapidly after the flood 
wave passes. Mr. Grunsky states (see above report, page 34) that in 
the high water of 1896 the flow did not exceed 4,000 second feet for 
more than eight days, and that it exceeded 8,000 second feet on only three 
days. It did not reach the assumed possible maximum at all. From 
this it will be seen that accumulations in the basin due to overflow from 
the river will be drawn away rapidly except at very short intervals of 
excessive inflow from the hills. To store the surplus which can not be 
carried off as fast as it comes in times of heavy overflow from the river, 
the west-side embankment of the canal throughout its entire length 
above the Knight’s landing cut should be left unbuilt until the river 
floods are under sufficient control to eliminate the greater part of the 
overflow. The area thus submerged for a few days at a time will be less 
than one fourth of that which now lies under water for several months 
in seasons of heavy floods. 

(8) To provide for the temporary overflow from the river, two ease¬ 
ment weirs into Colusa basin are to be made at those points where the 
strain upon the capacity of the river channel is greatest. From about 
Calden’s landing to Butte slough and upper Sacramento slough, the 


56 


REPORT OF THE COMMISSION OF ENGINEERS. 


river changes from the steep slope of the river above to the much flatter 
slope which prevails below to Feather river. There is naturally a check¬ 
ing of velocity in this reach and a tendency of the water to bank up 
unduly. The gauge records show that the range between high and low 
water is greater at Colusa than either above or below. That there has 
always been a tendency for the river to escape from its banks in this 
vicinity is evidenced by the deep and permanent escape channels—Butte 
slough on the east and Sycamore slough on the west. It is decided that 
one weir be placed at a point near the upper course of Powell slough 
in the vicinity of Calden’s landing, and the other at upper Sycamore 
slough, which latter is to be reopened by dredging to give it the required 
capacity. The weirs are designed to carry 10,000 second feet each, but 
in the earlier stages of the development they may have to carry more, 
and Sycamore slough should be given a capacity of at least 15,000 sec¬ 
ond feet. The slope of this channel is about 2.5 feet per mile, and the 
necessary cross-section will be about 2,000 square feet. The present 
section averages about 700 square feet, leaving 1,300 square feet to be 
excavated. 

(9) Below the Sycamore slough weir, there is no necessity for further 
easement until the mouth of Feather river is reached. Here the 
lower half of the excised portion of the Sacramento is to be utilized to 
carry off the surplus overflow. The weir is to be located immediately 
below the mouth of the Feather, is to carry its overflow directly into 
the old channel of the Sacramento and through it to Gray’s bend and 
thence to Yolo basin. The capacity of this weir at two feet depth is to 
be 20,000 second feet. 

(10) This will give as the total estimated flow at Gray’s bend in the 
later stages of the development work 31,000 second feet, and the 
excavation below banks must provide for at least this volume. Should 
the overflow momentarily exceed this, as may be expected in extraor¬ 
dinary floods if such should occur during the earlier stages of develop¬ 
ment, and temporarily raise the water at Gray’s bend above the 
banks, the space inclosed by the old and new river channels between 
Portuguese bend and Feather river becomes at once a regulating- 
reservoir which will materially moderate any sudden pressure upon 
the channel at Gray’s bend. The present levees on the south bank of 
the old river, with slight improvement, will safely admit a high-water 
plane of elevation 35, or 2 feet above the banks. The ground slopes 
rapidly back from the river and the average depth over this entire space 
at the above stage will probably be not less than 6 feet. The area is 
about 6 square miles, and the storage thus represented is equivalent 
to' a continuous flow for twenty-four hours of about 6,000 second feet. 
The outflow at Gray’s bend at this high stage will considerably exceed 
40,000 second feet (see Pars. 20-22), and the total volume therefore that 


REPORT OF THE COMMISSION OF ENGINEERS. 57 

can be provided for during a short period, without taxing the Gray's 
bend channel beyond its capacity, will exceed 50,000 second feet. 

To drain the low ground in this reservoir area a small canal should 
be cut from the old channel of Sacramento slough to Pennybaker bend, 
as indicated on the map. 

(11) The fourth and last easement weir is to be located below the 
mouth of American river, at the site of the old Paine break, and is to 
have a capacity at two feet depth of 10,000 second feet. 

(12) From the point 3.5 miles below Gray’s bend, at first only the 
west embankment of the canal is to be constructed. The reason for 
not fixing at present definite limits to the width of the canal through 
the Yolo basin is to give an opportunity to await the development of 
the system of improvement. The space between the west-side embank¬ 
ment and the river will be virtually a by-pass of ample capacity to 
carry all the water which will pass down the basin during the process 
of development. As the results of the improvement develop, the 
dimensions of the permanent canal can be determined and the east-side 
embankment can then be constructed. 

(13) There remains to be considered the disposition of Cache, "Willow, 
and Putah creeks. The difficulty of caring for these streams has been 
magnified by former investigators into one of the most serious features 
of the entire problem. This difficulty presents itself under two phases— 
the great volume of discharge and the enormous quantity of sediment 
carried. The question of discharge has been discussed elsewhere. It 
is not believed that it presents any very serious features. As to sedi- 
ment, these streams undoubtedly bring down large quantities into the 
basin. But the basin has ample room to store it for centuries to come, 
and the proper plan is to train these streams so that they may deposit 
their silt in the low parts of the basin and gradually build them up to 
a greater elevation. While the aggregate deposits in the past have 
been great, the annual increment is not so, and it is believed that it 
can be handled without difficulty. 

(14) The foregoing scheme for permanently intercepting the west- 
side hill drainage and affording an outlet for the low land drainage, 
and for temporarily carrying off the surplus waters from the Sacra- 
nento while the channel of that stream is being developed, can be, in 
large part, put into effect in the earlier stages of the work. The com¬ 
plete reclamation of three fourths of the Yolo basin is entirely practicable 
without doing any work on the river proper, while at least ninety per 
cent of the area overflowed in 1904 can be reclaimed without waiting 
for the development of the river channel to its final capacity. Should 
this development take longer than expected, the delay will not be a 
matter of great moment in the main purpose sought to be accomplished. 


58 


REPORT OF THE COMMISSION OF ENGINEERS. 


(15) The slope of the canal over that portion where it occupies the 
excised bed of the river from Gray’s bend to near Portuguese bend may 
be disregarded so far as the flow is concerned, for the channel section is 
disproportionately large for the duty required of it. 

(10) Cross-section of the Canal .—The section adopted for the reach 
from Wallace’s crossing to Portuguese bend is 100 feet wide at the 
bottom, with slopes of 3 to 1, giving an area at 20 feet depth of 3,200 
square feet. The distance is 31 miles; thef fall, 22 feet, and the slope, 
.71 foot per mile. The discharge computed upon these data is a trifle 
less than 12,000 second feet. 

(17) The length of the canal through the Yolo basin is 41 miles. 
The elevation of the high-water plane at Gray’s bend is assumed at 35, 
and at the mouth of Cache slough at 14.54. Assuming that a prac¬ 
tically uniform slope will develop after the canal is closed in by the 
construction of the east-side embankment, the slope will be .5 foot per 
mile. Applying the Colusa basin section to the cut through Gray’s 
bend, but placing the bottom 27 feet below the assumed high-water 
plane, gives an area of 4,887 square feet and a discharge of 21,300* 
second feet. 


(18) To increase the above section so that it will carry the surplus 
water in times of discharge over the Fremont weir, the cut at Gray’s 
bend is to be widened to a depth of 13 feet below banks, or down to 
reference 20'. This cut will terminate in the bottom of the basin in a 
distance of about 1.4 miles. The width of this cut is assumed at 600 
feet and the maximum depth below the assumed high-water plane at 
15 feet. This section will carry 22,500 second feet. 


(19) The total outflow at Gray’s bend, therefore, is 43,800 second 
feet, which, with the storage capacity in the basin above, as previously 
given, makes 49,800 second feet, or practically 50,000 second feet that 
can be safely taken care of. (See Par. 10.) 

(20) In the later stages of development, when the time has arrived 
for building the east-side embankment through Yolo basin, it may be 
assumed that the great floods are so far under control that the maximum 
outflow at Gray’s bend will not much exceed 30,000 second feet, and that 
for only very brief periods. This is assumed to be increased at Cache 
creek by 10,000 second feet, at Willow creek by 2,000 second feet, at 
Paine’s break by 10,000 second feet, and at Putali creek by 20,000 sec¬ 
ond feet, giving 42,000 second feet at the railroad crossing, 72,000 second 
feet from Putali creek to Cache slough, and probably 75,000 second feet 
from there to the mouth of Cache slough. 


* N in Kutter’s formula is here taken at 0.25, because a portion of the vetted perinf- 
eter is a water surface. (8ee Par. 18.) 





REPORT OF THE COMMISSION OF ENGINEERS. 


59 


(21) The section at the railroad crossing will have a mean width of 
400 feet, an area of 10,800 square feet, a mean depth of 27 feet below 
high-water plane or about 13 feet below ground, and a surface width of 
about 470 feet. It will be necessary to raise the present grade of the 
road about 8 feet and to put in a bridge of two spans of 250 feet length 
each. This work, however, will not be necessary until the east-side 
embankment is built. 

(22) The section at Miner slough will have a mean width of 700 feet, 
which, at a mean depth of 27 feet, will carry 80,000 second feet. 

(23) Easement Weirs .—Owing to the considerable height of the new 
Hood plane above the natural banks of the river, the casement weirs 
must be substantial structures, with ample precautions against leakage 
or cutting-out underneath and on the flanks, as well as against under¬ 
scour from the overpour. 

The foundations of the structures to be on piles, with one line of 
triple lap sheet piling extending the entire length. 

During the earliest stage of channel development the crest is to he 
6 feet below the high-water plane, later on to be raised to 2 feet below, 
when channel conditions and flood flow may warrant such elevation: 
and ultimately to be entirely closed. 

Upon the low crest of first construction is to be placed a. steel frame 
for the support of stop planks, by which the volume of overflow can be 
regulated by increasing or decreasing it, as circumstances may require. 
The frame is to be securely anchored into the weir, the top to be at the 
height of the levee and surmounted by a walkway. 

The body of the weir and the tail-bay at the foot of the overfall are 
to be of solid concrete, as well as the abutments, which are to be built 
up to the top of the levee and securely connected therewith. 

Provision is to be made for raising the crest to higher elevations from 
time to time as the progress of the plan of development may demand. 

The length of the weir is to be so apportioned that a two feet depth 
of overflow will give the normal volume intended to escape in the later 
stages of the plan of improvement. 

The location, length, and normal volume of overflow of the weirs arc 
as follows: 

No. 1. Near Calden’s landing: length, 1,000 feet; overflow, 10,000second feet. 

No. 2. Head of upper Sycamore slough: length, 1,000 feet; overflow, 10,000 second 
feet. 

No. 3. Fremont: length, 2,000 feet; overflow, 20,000 second feet. 

No. 4. Paine’s break: length, 1,000 feet; overflow, 10,000 second feet. 

(24) The weir at Fremont (mouth of Feather river) is of excep¬ 
tional importance and must be constructed with especial care, with the 
expectation that in the earlier stages of the work its overflow may be as 
much as 40,000 second feet under extraordinary flood conditions. 


60 


REPORT OF THE COMMISSION OF ENGINEERS. 


Particular provision is to be made for a timber spillway founded on 
deep-driven piles, to let the water down into the Old river channel on 
its way to Gray’s bend, to prevent erosion and gorging back toward the 
weir. 


(25) Estimates of Quantities .— 

Cu. yds. 

Yolo basin canal for 37.5 miles above mouth of Cache slough- 15,840,000 

Canal excavation thence to Gray’s bend- 2,646,000 

Putali creek levees from canal to railroad- 940,000 

Willow creek levees back four miles_ 412,000 

Cache creek levees from canal to railroad- 436,000 

Cut through Knight’s landing ridge_ 430,000 

Colusa basin canal from eight miles above Portuguese bend to 

Wallace’s crossing_____ 580,000 

Wallace’s crossing to opposite Calden’s__2,464,000 

Opposite Calden’s to Willow creek__ 1,030,000 


Total..___ 24,778,000 


IX. 

DRAINAGE OF THE BASINS. 

(1) The plans submitted in this report for the general reclamation 
of the Sacramento valley contemplate, when fully developed, the 
passage of the entire volume of river floods along their channels to 
Suisun bay, including the hill and upland drainage to be intercepted 
and conveyed into the river channels through canals, as heretofore 
described. It remains to make provision for the drainage of the low lands 
in the basins of the water that may accumulate from the local rainfall 
and seepage which can not be disposed of by gravity drainage and must 
be handled by pumping plants located at the lowest points in the 
basins, as the means of conveying the water into the rivers. The basins 
will be considered in detail, first taking those on the east side. The 
areas to be considered embrace all the territory that lies between the 
rivers and the canals to intercept the hill drainage. 

(2) Butte Basin .—This basin contains about 478 square miles, all of 
which is flat land except Sutter buttes, 54 square miles in area. The local 
water in this basin is to be gathered by laterals into a main drain down 
the trough of the valley and to be passed thence into Sutter basin by 
the present route of Butte slough. No pumping plant is considered to 
be necessary in this basin, as gravity drainage is practicable. 

(3) Sutter Basin .—The water to be disposed of in this basin, will be 
the run-off from Butte basin just described, in addition to the direct 
rainfall and seepage within the basin itself, the area of which is 378 
square miles. The possible maximum run-off of both basins, based 
upon Grunsky’s report upon the drainage of lower Colusa basin, will 













REPORT OF THE COMMISSION OF ENGINEERS. 


61 


not exceed 6,000 second feet.* This should be conducted by a main 
drainage canal to the bank of the river where Sacramento slough joins 
the line of the new cut-off channel from Portuguese bend to the mouth 
of Feather river. 

(4) There should be established at this point a pumping plant with 
a capacity of 450,000 gallons per minute. This pumping plant might 
not at times be able to dispose of the entire run-off as fast as it comes, 
but it is nevertheless believed to be large enough. It is possible that 
the above estimate of run-off is much exaggerated, considering the flat 
character of all but about six per cent of the areas of these basins, 
which hold the water and give time for large infiltration into the soil: 
and considering also the relatively low rainfall on the basins. In 
G run sky’s observations on the run-off into lower Colusa basin as the 
result of the protracted rainstorm of January and February of 1896, he 
found that it did not exceed 4,000 cubic feet per second for more than 
eight days, and did not exceed 8,000 cubic feet for more than three days. 
Accepting this same rainfall and topographical conditions as applicable 
to Butte and Sutter basins (which is probably largely overstating the 
case for them, as the watershed considered in Grunsky’s estimate is 
mainly upland and hill drainage), the proportionate figures are 2,666 
and 5,333 second feet respectively for the periods named. During 
most of the time in the rainy seasons the run-off will be less than 1,000 
second feet, and much of the time no pumping at all will be necessary. 
Should more water present itself at any time than the pumps can dis¬ 
pose of promptly, it can accumulate in the low depression about seven 
miles above the pumping station, where it will probably not remain 
more than a few days at a time. 

(5) Yuba River to Coon Creek .—Small pumping plants will be 
required in the sub-basins between Yuba river and Reed creek, between 
the latter and Bear river, and between Bear river and the Coon 
creek canal. 

(6) American Basin .—A pumping plant of 80,000 gallons per 
minute capacity should be located at the foot of American basin at the 
mouth of Bannon slough, and a main canal made along the bottom of 
the trough to convey the rain and seepage water to the pumps. 

(7) Yolo Basin .—-Pumping plants should be located in the several 
sub-basins within the Yolo basin. It is estimated that the combined 
capacity of the pumps required for the entire basin is 160,000 gallons 
per minute. The largest of these sub-basins lies between Putah creek 
and Cache slough. This should have two pumping stations, one 
located at Big lake to deliver its water into Yolo canal, and the other 

*Eeportof Board of Consulting Engineers to the land-owners of Reclamation Dis¬ 
trict No. 108. (1896.) 





62 


REPORT OF THE COMMISSION OF ENGINEERS. 


at the mouth of Prospect slough near Cache slough. The combined 
capacity of these two plants should be 90,000 gallons per minute, 
probably equally divided between them. A plant should be located 
on the south side of Cache slough near the mouth of Lindsey slough, 
with 30,000 gallons per minute capacity. Another small plant of 
about 7,000 gallons per minute should be placed between Lindsey and 
Cache sloughs at their confluence. Above Putah creek canal and near 
its junction with Yolo canal should be placed a 25,000-gallon plant, 
and above Willow slough canal a small plant of 8,000 gallons per 
minute capacity. 

In determining the capacity of the Yolo basin pumping plants it is 
recognized that a large proportion of the adjacent upland drainage 
will be intercepted and absorbed in irrigation. 

(8) Colusa Basin .—The drainage canal provided for Colusa basin 
will afford gravity drainage for the entire basin, as the bottom of the 
canal will be well below the lowest ground. This function of the canal 
may be temporarily interrupted during heavy rushes of water from the 
hills or over the easement weirs in the levee ; but these periods will prob¬ 
ably be so short that pumping plants will not be required. Numerous 
inlets into the canal to admit local drainage will be required, provided 
with flood gates to exclude the canal water when full. 

(9) All of the pumping plants to be installed in the various basins 
should be constructed on stable foundations of piles and concrete, by 
the most approved methods and with the most efficient machinery. 

(10) Inverts Under River .—The Commission has considered the pro¬ 
ject presented by certain gentlemen who have given much thought to 
the subject of securing gravity drainage for both the Sutter and Amer¬ 
ican basins by means of inverts under the Sacramento river. « Were 
such a scheme practicable it would, of course, be very desirable. But 
the Commission is of opinion that it is not practicable. It is doubtful 
if advocates of this plan appreciate the enormous difficulty of laying 
an invert, particularly one of large capacity, at a safe depth under a 
great river' like the Sacramento. But the greatest difficulty of all 
would be to secure the necessary slope. A level line from the lowest 
ground in Sutter basin to equally low ground in Yolo basin would be 
15 miles long, and from the American basin 5 miles long. The situa¬ 
tion is one in which auxiliary power must be employed, even if inverts 
were used, and it will be more practicable and economical to pump 
directly into the river. 

(11) In determining what proportion of the cost of the drainage of 
the basins, after the overflow water from the river and the drainage 
from the hills have been excluded, should be assigned to the general 
fund, the Commission has assumed that all that can be reasonablv ex- 


REPORT OF THE COMMISSION OF ENGINEERS. 


63 


pected is that main canals be built along the trough of each basin on 
the east side, into which all lateral drainage may empty by gravity, and 
that at the lower end of each of such main canals pumping plants be 
established of sufficient capacity to remove the water promptly as it 
accumulates. The location of these canals is indicated on the map. 
Yolo and Colusa basins are served in this respect by the west-side 
drainage canal, and no further estimate for them is required. 


(12) Estimates of Quantities .— 

Cu. yds. 

Butte basin canal_______ 400,000 

Sutter basin canal...... 2,813,000 

American basin canal__ 580,000 


Total__________ 3,793,000 


X. 

MISCELLANEOUS. 

Administration and Execution of the Work. 

(1) Unity of Plan .—All parts of the Sacramento Hood plain are so 
connected with one another that they can not be considered as independ¬ 
ent units in any scheme of reclamation, but must rather be treated as 
a whole. Each portion of the territory should therefore be included 
in the general scheme, and all reclamation work within its limits should 
be in conformity with the broad plan embracing the entire valley. 
Even purely local work desired to be inaugurated by private parties 
should first be submitted for the approval of the proper authority, 
and its execution should be under State control. It is essential to the 
comprehensive and efficient management of the work in all its manifold 
details that it be under the complete control of one central authority, 
responsible directly to the State. This authority, whether a single indi¬ 
vidual or a commission, should be given the necessary power to prose¬ 
cute the work with efficiency unhampered by any considerations except 
those of the best interests of the work itself. 

(2) If at all practicable the entire funds for the work should be guar¬ 
anteed from the start. It is only in that way that a close following out 
of the scheme can be expected, or a close adherence to the original esti¬ 
mates of cost be possible. Any prolonged suspension of work in the 
progress of the development would probably have disastrous conse¬ 
quences. 

(3) Order of Prosecution of the Work .—In the plan of operations 
embraced in this report there is no reason for giving precedence in time 
to any part of the work recommended over the other parts, but the 
work may and should be prosecuted in all parts of the field simultane- 







64 REPORT OF THE COMMISSION OF ENGINEERS. 

ously. The single qualification to this statement is that, in the case of 
river levees, new cut-offs and drainage canals, for obvious reasons an 
upper section in either case should not be brought to a state of com¬ 
pletion in advance of the lower section. For example, in leveeing a 
river channel it would not be wise to complete the inclosing levees of 
an upper section and thus send down an additional flood burden into a 
lower section before the latter is ready to receive it. But this consid- 
eration need not hinder the carrying forward of the work in all sections 
at once, the completion of the levee lines, cut-offs, and canals to be 
effected progressively upstream. A vigorous prosecution of the work 
in all parts of the field will promote the early completion of the whole 
plan and will be more satisfactory to the people throughout the valley. 
There will be an especial advantage in pushing .to completion the 
west-side drainage system, both because of the developmental features 
involved, necessary to determining the ultimate widths of the canals and 
so admit of the consummation of this important feature, and because this 
part of the general plan of improvement will of itself result in imme¬ 
diate and large benefit in promoting the reclamation of lands that are 
now overflowed, both in Colusa and Yolo basins, and particularly in 
the latter. 

(4) Preliminary Surveys .—The estimates of quantities submitted in 
this report, and the dimensions and locations pertaining to the various 
features of the work, are based upon very general and for the most part 
inexact data. It is believed that on the whole the results thus arrived 
at bear a reasonable approximation to correctness. It is necessary? 
therefore, that, as preliminary to the inauguration of any part of the 
work, a general revision should be had, based upon accurate and detailed 
survey's in each case. As this involves a great extent of field work, 
measures should be taken at once to set it going and push it actively 
until completed. In this connection an extended series of gauge and 
discharge observations should be taken throughout the valley during 
the next flood season, and continued through the next and subse¬ 
quent years, as being a vital part of the ground work of reclamation 
plans. Co-operation with the United States Engineer Officer in charge 
of the improvement of the Sacramento river is suggested. The work 
now being done jointly by the Government and by the State through 
the United States Geological Survey in making a detailed contour survey 
of the valley should be continued with a view to its early completion. 
It will be of great value in supplementing the work of the Hall surveys, 
which, though very thorough, is now about twenty-five years old. Many 
changes have taken place in that time which it is important to have 
defined. 

(5) Bight oj Way .—The power of prompt and speedy acquisition of 
the necessary right of way for the inauguration and prosecution of the 


REPORT OF THE COMMISSION OF ENGINEERS. 65 

work without hindrance or delay from this source is vitally related to 
the whole subject and must necessarily be invoked at the very incep¬ 
tion of practical operations. It is therefore highly essential that the 
administrative authority be vested by law with power to act by per¬ 
emptory process which shall eliminate the element of undue delay in 
acquiring these rights. 

(6) Irrigation Reservoirs.—Influence on Sacramento Flood Problem 
The Reclamation Service of the United States Geological Survey has 
made extensive examinations of the watershed of the Sacramento val¬ 
ley with a view to developing its capabilities for a general system of 
irrigation. This investigation has resulted in the location of sites for a 
number of large reservoirs in the higher lands adjacent to Sacramento 
valley, designed for the storage of water for irrigation purposes. Mr. 
J. B. Lippincott, the engineer in charge of the field work, has submitted 
a list of eight reservoir sites for which definite estimates have been made 
of their possible storage capacity. According to these estimates the 
total volume that can be stored, if the design is ever fully perfected, will 
be over 148,000,000,000 cubic feet. 

(7) It is believed by many persons, engineers as well as others, that 
the storing of considerable bodies of water in these numerous reservoirs 
must have an important moderating effect upon the floods in the 
Sacramento valley, some going so far as to assert that the solution of 
the flood problem is to be sought in this direction. After due con¬ 
sideration the Commission is unable to accept these sanguine views in 
such full measure; because mainly—the extent of watershed that can 
thus be brought under control is but a very small proportion of the 
whole; again, the available sites for these reservoirs are the very 
situations which are most fully occupied by settlements and the 
necessary disturbance of these will make it impracticable to occupy all 
of these sites to their full capacity, if at all; and further, when a 
reservoir is once filled, so long as it remains so, its holding capacity 
is exhausted, and it can only retard the flow of additional flood water 
but not withhold altogether. The power of retardation, however, of 
additional storm water, after the reservoir is full, is believed to be of 
some considerable importance, as a large surface area is afforded over 
which this water must spread before flowing over the reservoir weir. 

(8) In the cases of certain storage reservoirs in the east, having 
relatively large surface areas, this effect in retarding the passage of 
flood crests has been found to be quite appreciable. The Sacramento 
river with its short and sharp flood culminations would seem to be 
especially susceptible to the moderating influence of such an agency 
in delaying the passage of flood wave crests; and the aggregate area 


5— ce 


66 REPORT OF THE COMMISSION OF ENGINEERS. 

of these reservoir surfaces may be sufficient to count for a good deal in 
this way. 

(9) On the whole the Commission is. of the opinion that while no 
very substantial reliance is to be placed on the irrigation scheme as a 
means of moderating the floods of the Sacramento river in the near 
future, still the promise of some beneficial effects to result from a fully 
developed irrigation system is sufficiently alluring to warrant all the 
encouragement that can be given to this enterprise by the reclama¬ 
tion interests. 

(10) Telephone Lines .—It will be important that telephone communi¬ 
cation be established along Sacramento and Feather rivers, as neces¬ 
sary to facilitate the administration of the work, and for timely infor¬ 
mation of the approach and progress of flood waves. A line should be 
constructed from Collinsville up the Sacramento river at least as far as 
Red Bluff, and perhaps to Iron canon, and another from Sacramento 
to Oroville on the Feather river. It is believed that lines along only 
one side of these rivers will prove sufficient, as ready means of access 
to the telephone stations should be available from the opposite side of 
the rivers, or stations can be established by means of high wires across 
the channels. Telephone stations should be at intervals not exceeding 
5 miles along the banks of the rivers. The lines should be constructed 
in the most approved manner and supplied with the most efficient 
appliances. 

(11) Bridges .—In the execution of the plans presented in this report 
the necessity will arise for disturbing a number of existing bridges and 
the building of a number of new ones. 

The Southern Pacific railroad bridge crossing the Sacramento river 
at Sacramento, it will be necessary to raise to a higher grade and make 
other changes with a view to facilitating the passage of flood water under 
it. (See Part VIII, Par. 17.) It is understood that the Railroad Com¬ 
pany intends to build a new bridge at this place in the near future, 
and, if so, it should be made to conform to the requirements above 
alluded to. 

The railroad bridge at Knight’s landing must also be reconstructed 
with a higher grade and with less obstruction to the flood flow. (See 
Part VIII, Par. 24.) 

The highway bridge at Colusa must be so treated also. 

There will be two new railroad bridges to be built over the west-side 
canal, one at Knight’s landing in the earlier stages of the work, and 
one at the Yolo crossing in the later stages of its development. 

The various canals to be built in both the east and west valleys will 
intersect public roads at many points and necessitate the rebuilding of 
existing bridges or the building of new ones. The number and size 




REPORT OF THE COMMISSION OF ENGINEERS. 67 

of the bridges so involved can not now be determined, nor can an exact 
estimate be made of the cost. An allowance has been made, however, 
from the best information obtainable, of a gross sum to cover this 
feature. 


XI. 

ESTIMATES. 

(1) The question of fixing unit prices upon which to arrive at an 
expression of the cost of the work recommended to be done is perhaps 
the most difficult one that presents itself for decision; yet upon this 
one factor must directly depend the important matter of the sum total 
of the estimate of cost. The earth work in its various forms constitutes 
by far the largest part of the subject to be considered, and there is no 
certain basis known to the Commission upon which to fix unit prices to 
represent the cost of the different characters of the work of this class. 
From statements made by persons whose experience in this kind of 
work gives value to their expressions, the Commission is led to believe 
that, under proper management, a large part of the excavation and 
levee building can be done at as low a cost as three or four cents a cubic 
yard through the agency of large dredges.* 

(2) The current contract prices that have come to the attention of 
the Commission generally very much exceed these figures, and it is 
believed that a great advantage might be realized in the saving of cost 
by the installment of a large dredging plant by the State authorities, 
to be operated under the direction of the officials who are to administer 
the work of improvement, sufficient to do a considerable part, if not the 
whole, of the dredging. Such an installment, if only applied in part, 
would act as a salutary restraint on the prices bid by contractors. 

(3) The large masses of excavation to be made in the cut-offs must 
necessitate the conveyance of the material to considerable distances, 
placing the bulk of it outside the reach of the ordinary clamshell 
dredge. It is believed that hydraulic dredges, or other modern machin¬ 
ery, can be utilized for this class of work, and that it can be so handled 
at a price not far from 15 cents per cubic yard, or possibly less. The 
large quantity of work to be done will serve as a stimulus to contract¬ 
ors to devise the least costly methods of operating and will justify the 
installation of expensive plants. 

(4) A considerable part of the levee work must also be done by teams 
and scrapers on ground that is inaccessible to dredges and not sufficient 

*The terra “dredge” is in general use in the United States east of the Rocky 
Mountains and is accepted by the engineering profession; that term is therefore used 
in this report instead of “dredger,” which is in use in California. 




68 


REPORT OF THE COMMISSION OF ENGINEERS. 


in bulk to justify the application of other means. This character of 
work, it is believed, ought not to exceed an average cost of 12^ cents 
per cubic yard. 

The foregoing considerations have led to the adoption of the prices 
for earthwork as tabulated below. 

(5) Right of Way. —The item of right of way will prove a costly fea¬ 
ture of the work. In endeavoring to arrive at a unit value per acre to 
represent the cost of this item, consideration was given to the great 
diversity of land values that obtains in different parts of the valley, 
ranging from low to very high valuations in different localities; also to 
the costly improvements that must be invaded in places. After due 
consideration an average price per acre of $125 was adopted. 

(6) In this connection it may be stated that along that part of the 
Sacramento river extending from Stony creek to Colusa it will be 
necessary, as before noted, to clear the timber from a space along the 
river banks in order to afford a wider unobstructed waterway for the 
passage of the floods. It is estimated that 3,200 acres of wood and 
brush land must be so cleared and the right to exercise such measure of 
control over this land must be acquired. As the use of the land in this 
class for cultivation or pasturage will not be impaired nor interfered 
with, it is believed that an average price not exceeding about $25 per 
acre will cover the cost of this item. 

(7) Owing to the uncertainty as to unit prices and the probability 
that many small items have been overlooked in the general estimate, 
the item of “ Administration and contingencies ” is taken at 15 per cent 
instead of the more usual 10 per cent. 

TABLE OF ESTIMATES. 

(8) Levees .— 

Sacramento river and tributaries: 

Collinsville to foot of Grand island_ 1,773,000 cu. yds. 

Foot of Grand island to head of Grand island— 

Via Steamboat slough- 2,130,000 cu. yds. 

Via Old river- 1,422,000 cu. yds. 

Head of Grand island to American river_ 6,081,000 cu. yds. 

American river to Feather river_ 2,961,000 cu. yds. 

Feather river to Colusa: 

Along existing channels- 13,305,000 cu. yds. 

27,672,000 cu. yds., at 10c-$2,767,200 

Feather river to Colusa: 

Along cut-offs- 9,300,000 cu. yds., at 15c_ 1,395,000 

Colusa to Stony and Chico creeks- 12,450,000 cu. yds., at 12|c._._ 1,556,250 

Total-$5,718,450 

Feather river and tributaries- 11,720,000 cu. yds., at 10c_ 1,172,000 

American river..-- 532,000 cu. yds., at 10c_ 53^200 

$6,943,650 

Less 1,000,000 cu. yds. (Part VI, Par. 46), at an average price of 11 cents_ 110,000 


$6,833,650 


















REPORT OF THE COMMISSION OF ENGINEERS. 


69 


(9) Cost of Channel Development .— 



To be Re¬ 
moved from 
Channel. 

A1 ready 
Allowed for 
in Levee 
Estimate. 

Remainder 
to be Esti¬ 
mated for. 

Price. 

Cost. 

Collinsville to foot of Grand 

cu. yds. 

cu. yds. 

cu. yds. 



island _ __ 

Foot of Grand island to head of 

19,117,000 

1,773,000 

17,344,000 

7 cents 

$1,214,080 

Grand island . . ______ 

Head of Grand island to Ameri- 

19,450,000 

2,130,000 

17,320,000 

8 cents 

1,385,600 

can river _ _ 

American river to Feather 

33,000,000 

*3,000,000 

30,000,000 

8 cents 

2,400,000 

river _ _ _ _____ _ 

Feather river to Colusa—exist- 

10,000,000 

*2,000,000 

8,000,000 

8 cents 

640,000 

ing channels.. _ __ _ 

Feather river to Colusa—along 

15,900,000 

*10,000,000 

5,900,000 

10 cents 

590,000 

cut-offs_ __ __ _ 

Bank revetment, 250,000 lineal 
feet, at $4_ 

9,567,000 

• 

9,300,000 

267,000 

15 cents 

40,050 

1,000,000 

$7,269,730 







* Arbitrary proportions of the total levee volumes on these reaches have been taken 
because it is not probable that all the levees can be built from the channel excavation. 
The proportions assumed are based upon existing conditions on the reaches in question. 


(10) West-Side Canal .— 


Yolo canal _ _ _ _ _ _ 

_15,840,000 

cu. yds., 

at 

7c- 

___ $1,108,800 

Cache slough.__ ._ _ _ _ _ _ 

_ 1,716,000 

cu. yds., 

at 

7c- 

120,120 

Putak creek ___ _ 

_ 940,000 

cu. yds., 

at 

8c- 

75,200 

Willow creek _ _ ___ 

_ 412,000 

cu. yds., 

at 

8c_ 

32,960 

Cache creek _ _ _ _ 

_ 436,000 

cu. yds., 

at 

8c- 

34,880 

Gray’s Bend cut _ __ _ _ 

_ 2,646,000 

cu. yds., 

at 

15c- 

... 396,900 

Knight’s Landing cut _ _ 

_ 4,285,000 

cu. yds., 

at 

15c. __ 

___ 642,750 

Colusa basin _ _ __ 

_ 5,800,000 

cu. yds.,, 

at 

8c. _ _ 

___ 464,000 

Wallace’s crossing to opposite Calden’s__ 

_ 2,464,000 

cu. yds., 

at 

8c- 

197,120 

Calden’s to Willow creek __ _ 

_ 1,030,000 

cu. yds., 

at 

8c_ 

82,400 






$3,155,130 


(11) The following work included in above estimates will not be 

required until the final stage of the development: 

Raising of west-side embankment on an average of about 5 feet from a first 
height of 12 to 13 feet; say 8 cubic yards per running foot for 25 miles: 

1,056,000 cubic yards, at 7 cents_:- $73,920 

East-side embankment, Yolo basin, 7,970,000 cubic yards, at 7 cents-:- 557,800 

West-side embankment, Colusa canal, 2,900,000 cubic yards, at 8 cents- 232,000 

West-side embankment, Wallace’s crossing to opposite Calden’s landing- 98,560 


$962,280 

(12) Drainage of the Basins .— 

Butte basin canal_ 400,000 cu. yds., at 8c- $32,000 

Sutter basin canal__2,148,000 cu. yds., at 8c- 171,840 

American basin canal_ 590,000 cu. yds., at 8c- 47,200 

$251,040 
420,000 


Pumping plants, 700,000 gallons per minute 


$671,040 
































































70 


REPORT OF THE COMMISSION OF ENGINEERS. 


(13) Easement Weirs.— 

Main structures_______ $500,000 

Timber spillway (Fremont weir)- ---- 12,000 

Levees from weirs to west-side canal, 2,284,000 cu. yds., at 8c- 223,400 

$735,400 

. »■ 4 ' ’ * . • ; 


(14) Intercepting Canals (Butte, Auburn ravine, Pleasant Grove 


i x 

creeks).— 

Excavation, 2,880,000 cu. yds., at 8c.--- $230,400 

(15) Bridges .— A 4 . 

New bridges and old bridges changed_!_ $500,000 

(16) Land Damages. 

Acreage required, 10,000 acres, at $125--•---$1,250,000 

(17) Telephone Lines. 

Copper wire, 56,000 lbs., at 16c- $8,960 

Poles, 8,000, at $1.50___ 12,000 

Telephones, 41, at $12----.--- 492 

Erection of line, 200 miles, at $40 per mile_1_-__...1. 8,000 


$29,452 

(18) Summary .— 

Levee construction. _ $6,833,650 

Channel development_ 7,269,730 

West-side canal_ 3,155,130 

Drainage of basins _ 671,040 

Easement weirs_ 735,400 

Intercepting canals__ 230,400 

Bridges_ 500,000 

Land damages_ 1,250,000 

Telephone line_ 29,452 


$20,674,802 

Add, for administration and contingencies, 15 per cent_ 3,101,220 


$23,776,022 


XII. 

THE SAN JOAQUIN AND ITS TRIBUTARIES. 

(1) It appears to be an obvious fact that the Sacramento river and 
its tributaries constitute the great problem that the Commission was 
expected to deal with, and that the San Joaquin river with its tributa¬ 
ries occupies a position that is quite subordinate to the other group. 
The literature that was placed in the hands of the Commission as a 
basis for its investigations conveys but meager information respecting 
the San Joaquin valley, the references being of a general nature only. 

(2) As a result of such attention as the Commission has been able to 
bestow upon this part of its field of inquiry the impression is made 
that the San Joaquin problem is one involving navigation interests 



























REPORT OF THE COMMISSION OF ENGINEERS. 


71 


rather than land reclamation, the latter being of limited extent and 
therefore of secondary importance. 

Furthermore, it may be said that the plans recommended for con¬ 
trolling the Sacramento floods, when finally consummated, must result 
in greatly mitigating the difficulties that have been encountered in the 
efforts to protect from overflow the lands adjacent to the lower San 
Joaquin, the Mokelumne, and Cosumnes rivers. 

So far as this inquiry is concerned, however, it must be sufficient to 
say that the time at the disposal of the Commission was much too short 
for the exhaustive investigation demanded by the larger problem, that 
of the Sacramento valley. 

The San Joaquin group of rivers, with their involvments of naviga¬ 
tion and reclamation interests, must therefore be made the subject of 
special study at a future time, the task to be placed in such hands as 
may be selected for it. 


XIII. 

SUISUN BAY. 

(1) The letter of the Commissioner of Public Works under which the 
Commission was organized does not call for any recommendation as to 
the flow of the Sacramento and the San Joaquin rivers after their 
entrance into Suisun bay; and the recommendation of any system of 
training works for either river within the limits of the bay seems of 
doubtful advisability with the limited information at present at the 
disposal of the Commission. 

(2) The problem of what ought to be done in the bay is a large one 
in itself, and should be considered on the broad basis of the probable 
future fate of the entire bay as a result of the deposition of sediment. 
It seems inevitable that the bay must, in the not remote future, become 
entirely filled up. Human agencies in recent years have greatly accel¬ 
erated this natural process and there is no conceivable method by which 
it can be successfully prevented. The popular view of such a result, as 
in the nature of a calamity, is an erroneous one, for the conversion of 
this extensive area into productive agricultural land will be worth far 
more to the State than it can ever be in its present condition. This 
ultimate development should be kept in view and it should be accepted 
as probable that the mouths of the Sacramento and San Joaquin rivers, 
either separately or conjointly, will eventually be transferred westward 
to the Carquinez straits. 

(3) The following consideration would seem to be important: If the 
Sacramento and San Joaquin rivers are to be absolutely divorced 
above their confluence by cutting off Georgian a and Three-mile sloughs, 


72 


REPORT OF THE COMMISSION OF ENGINEERS. 


the character of the two streams will be even more distinct from each 
other than at present. The Sacramento, for a considerable distance 
above its mouth, will be a tidal stream in which, however, the current 
of the river will predominate over tidal influence during high and 
medium stages, and during low stages except near its mouth. Its 
channel capacity will be mainly dependent upon its own discharge. 
There will be a pronounced hydraulic gradient at high and medium 
stages all the way to the mouth and a perceptible gradient at low stages 
even near the mouth. 

(4) The San Joaquin, on the other hand, will remain essentially a 
tidal estuary as far up as Stockton, in which tidal influence will 
strongly predominate over river current. The channel will be main¬ 
tained, as at present, largely by tidal scour. The flood flow of the 
river is probably not a third as great as that of the Sacramento, while 
the channel cross-section, and particularly the width, are so much 
greater that there is practically no hydraulic gradient at low water and 
only a very slight one at high water. Tidal action is therefore effective 
at all stages. 

(5) The union of two streams of such different characteristics will 
probably work to the disadvantage of the San Joaquin, for reasons 
stated in detail elsewhere (see Part III, Pars. 21-27); and it may there¬ 
fore be desirable, in the progressive silting up of Suisun bay, to keep 
their channels apart as far down the bay as possible. For this reason, 
before recommending any works to control the ultimate course of either 
river within the present limits of Suisun bay, the situation ought to be 
considered in its entirety. The rate of deposition of sediment, the 
probable rate of emergence of land area, and the progression of the 
mouths of the rivers beyond their present positions should be deter¬ 
mined as fully as possible. In that way the most desirable ultimate 
confluence of the two streams can be better determined and training 
works be planned accordingly. 

This, however, is a matter that falls strictly under that department 
of the Federal Government having in charge the navigable waterways 
of the country. 

(6) The Commission having stated the case as above, declines at 
present to propose any works within the limits of the bay, but advises 
that the whole question be taken up at an early date by the proper 
authorities. 


REPORT OF THE COMMISSION OF ENGINEERS. 


73 


XIY. 

CONCLUSION. 

(1) As has been intimated elsewhere in this report, it is a matter 
greatly deplored by the Commission that, under the limitation of time 
imposed upon it by the circumstances attending this investigation, and 
from the imperfectness of the information at its command as a conse¬ 
quence of this limitation of time, so important and interesting a problem 
as this, one which has engaged the attention of a number of eminent 
engineers during the past quarter of a century and to the study of 
which the Commission has earnestly devoted itself for several months 
past, must now be dismissed, the labors of the Commission closed, and 
the results of those labors handed over to you in a report that is more 
honest of purpose than satisfactory to the Commission itself. With 
sufficient time to master all the intricacies of the very complicated task 
that w r as committed to its hands, and to familiarize itself with all the 
details of the varied physical phenomena that enter into the problem, 
the Commission feels that it might have acquitted itself with greater 
credit and with more justness to the interests here involved—interests 
which are of great magnitude and of vital importance. But notwith¬ 
standing a certain measure of crudeness which has necessarily char¬ 
acterized its disposition of the many and varied questions that have 
presented themselves for treatment, as a consequence of unavoidable 
haste in its proceedings, the Commission is firmly of the opinion that 
the general plan recommended embodies the true solution of this diffi¬ 
cult problem. 

(2) The methods of procedure that have been detailed in this report 
may savor of the heroic in character and bear a semblance of extrava¬ 
gance in the magnitudes involved. But the Commission is constrained 
to believe that nothing of less magnitude than the measures proposed, 
and no other general plan than has been advanced, can be relied upon 
to bring about a permanent correction of the onerous evils under which 
the Sacramento valley has so long labored. The direct benefits to the 
entire valley to be realized as a result of the perfecting of the plan of 
improvement in the reclamation of about 1,000,000 acres of extremely 
fertile land, and placing it in a position of assured safety from overflow, 
together with direct and indirect advantages to many associated inter¬ 
ests, must be expressed in a moneyed valuation reaching at least a 
hundred millions of dollars, which will assuredly justify the cost of the 
work required to bring about these results. It should, moreover, be 
considered that, while the estimated cost of all the work, if suddenly 
imposed on the country, would prove a burden too heavy to be borne, 
yet, when distributed, as it can and ought to be, over a series of years, 


74 


REPORT OF THE COMMISSION OF ENGINEERS. 


the load, while endurable at the beginning, will continually grow lighter 
as the improvement progresses. 

(3) The Commission has been exceedingly fortunate in having for 
reference the valuable maps containing the results of the Hall surveys, 
which are very complete and cover the whole territory embraced in this 
investigation. These maps may well serve as a basis for any future 
study of the Sacramento valley, requiring only to be supplemented by 
local detailed observations to bring up to date such features as may 
have undergone change since the original surveys were made. 

(4) The particular locations of the various structures provided for in 
this report, the assignment of magnitudes and the estimate of quantities 
are based upon data of too general a character and of a time too remote 
to give assured value to the detailed results obtained. These must 
undergo revision based upon detailed surveys on the ground before the 
work is begun in each case. These surveys and exact relocations can 
be carried forward as the work progresses and need not be a cause of 
delay in its general conduct. 

(5) The Commission has exercised care not to minimize estimates 
nor to understate magnitudes or difficulties in any features of the plan 
of work, and it is believed that these will be found not to exceed the 
statements here made. 

(6) In this connection it may be well to note that, as regards a large 
part of the work contemplated to be done, the efforts of man must go 
hand in hand with those of nature, and both the time over which this 
joint action is to extend and the proportionate part that each of these 
agencies is to perform, are matters to be determined in the course of 
future developments. As before intimated, the aggregate amount of all 
the estimates representing the assumed total cost of the work is directly 
dependent upon the unit prices adopted for the estimates. If these are 
too low the sum total will be proportionately increased. If too high, 
the amount will be similarly decreased. Those who are interested in 
this report are capable of forming their own conclusions in relation to 
this question. 

Respectfully submitted. 

T. G. v DABNEY, 

Chairman. 

HENRY B. RICHARDSON. 

M. A. NURSE. 

H. M. CHITTENDEN, 

Secretary. 


1 


INDEX TO REPORT OF COMMISSION OF ENGINEERS. 



Chap. 

Par. 

Adjournment at San Fran- 



cisco_ . 

I 

10 

American basin, diversion of 



rivers into__ . 

III 

11 

drainage... ... 

IX 

6 

American river__.... 

II 

19 

flood discharges__ . 

IV 

2 

levees_ _ 

VI 

28 

proposition to divert_ | 

Til 

III 

2d 

12 

Appointment of Commission 



of Engineers_ . . 

I 


Area. .. _ 

V 

1-14 

of overflow land.. __ 

III 

1 

Auburn ravine, levees ... _ 

VI 

27 

Authority to control work_ 

X 

1 

Bank revetment_ _ 

VII 

34 

Basins, drainage of_ 

IX 

1-12 

flooded _ .. .. ... . 

II 

13 

influence of ... _ _ 

IV 

11 

Bear river_ ____ _ 

II 

19 

flood discharges_ . 

IV 

2 

levees_ _ 

VI 

26 

proposition to divert_ | 

III 

III 

2d 

12 

Bell, Theodore A., on tour of 



inspection_ ___ 

I 

7 

Bridge, at Knight’s land- j 

VII 

24 

mg- 1 

X 

11 

at Sacramento_ j 

VII 

X 

17 

11 

Bridges_ .... .. 

X 

11 

Butte basin, drainage . ..... . 

IX 

2 

Butte creek, levees .. . 

VI 

22 

By-pass, temporary_ ... 

VIII 

1-25 

By-pass system _ . . 

III 

3 

estimate of cost__ 

III 

3c 

By-passes __ _... _ 

III 

2a 

Cache and Putah intercepting 



canal__ _... _ 

III 

7 

Cache creek, disposition of_ 

VIII 

13 

flood discharges ... _ 

IV 

2, 3,5 

levees_ ... __ 

VI 

35 

Cache slough, levees. .. _ 

VI 

30 

Calden’s landing, weir at_ 

VIII 

8 

Canal, to Penny backer bend.. 

VIII 

10 

drainage, west side_... .. 

VIII 

1-25 

through Yolo basin, length.. 

VIII 

17 


Chap. Par 


Capacity. V 1-14 

Caving of river banks.. VII 34 

Channel development .. VII 1-35 

Channels, estimate of quanti¬ 
ties.. VII 15-27 

for outlet. II 15 

Chico creek, levees.... VI 21 

Clearing between levee lines.. VII 28 

Colusa basin, drainage _ .. IX 8 

Commissioner of Public Works, 

instructions from.. I 2 

on tour of inspection_ I 7 

Coon creek, levees.. VI 27 

n , ... . (XI 1-18 

Cost,estimates.. -j g g 

Cross-section of canal... VIII 16 

Current erosion. VII 29-33 

Cut-off into the San Joaquin.. Ill 21 

Data obtained_ I 5 

D6bris from hydraulic mining. II 14 
Diversion of rivers into Ameri¬ 
can basin_ III 11 

Documents, list of.. I 18 

Drainage canal, temporary ... VIII 1-25 
west side .._ VIII 1-25 

Drainage of basins .. IX 1-12 

Dredges._ XI 2-3 

Earth to be removed.. VII 15-27 

Easement weir levees. VI 41 

Easement weirs. See Weirs. 

Elevations of high-water plane V 1-14 

Erosion_ VII 29-33 

Estimate of levee volumes_ VI 42-46 

, , (XI 1-18 

of cost.. j XIV 5 6 

Feather river,flood discharges. IV 2 

levees__ VI 23 

proposed improvement. VII 20 

sedimentary deposits_ II 16 

Flood discharges- IV 1-11 

Funds guaranteed.. X 2 

Georgiana slough. VII 13 

Grand island.__ VII 8 

Gray’s bend, cut at __. VIII 18-19 

Ground elevation. V 1-14 

Grunsky, C. E., mentioned_ I 5 

Hall, Wm. Ham., mentioned.. I 5 



































































76 


INDEX. 



Chap. 

Par. 


Chap. 

Par. 

Hall, Wm. Ham., surveys of.. 

XIY 

3 

Preliminary surveys.... 

X 

4 

Heuer, W. H., mentioned_ 

I 

5 

Preliminary work -- ... 

VII 

29-35 

on tour of inspection_ 

I 

7 

Propositions rejected.. 

III 

2 

High-water plane_ _ 

V 

1-14 

Public Works, Commissioner 



Hill drainage.... . 

III 

30c 

of. See Commissioner. 



Horseshoe bend cut-off .. _ 

VII 

3-6 

Pumping plant, American 



Hydraulic mining___ 

II 

14 

basin. 

IX 

6 

Influence of basins__ 

IV 

11 

construction_ _ 

IX 

9 

Information furnished to pub- 



required in sub-basins_ 

IX 

5 

lie.. 

I 

4 

Sacramento slough_ 

IX 

4 

obtained from engineers_ 

I 

4 

Yolo basin--- 

IX 

7 

Inspection tours...__ 

I 

7-8 

Pumps__ 

III 

30 c 

Instructions from Commis- 



Putah creek____ 

III 

i 

sioner of Public Works 

I 

2 

disposition of. ..._ 

VIII 

13 

Inundation.... 

III 

1 

flood discharges.. 

IV 

2,3 

Invitation to persons inter- 



levees.. _ _ .. 

VI 

37 

ested. _ __ 

I 

4 

Reclamation of land . _ 

XIV 

2 

Inverts under river_ . 

IX 

10 

Reed creek, levees__ 

VI 

25 

Irrigation reservoirs .. 

X 

6-9 

Rejected propositions .. ... . 

III 

2 

Island levees_ __ 

VI 

47 

Report submitted ... _ 

I 

12 

Journeys. See Tours. 



Reservoir effect of basins ... . 

IV 

11 

Knight’s landing, bridge ... i 

VII 

24 

Reservoirs_ __ 

/ 

X 

V 

6-9 

K 

i 

X 

11 

Right of way_ < 

-A. 

X F 

0 

Land, overflow_ 

III 

1 

( 



Levee system___ 

VI 

1-47 

River Improvement and 



location___ 

VI 

11-47 

Drainage Association_ 

I 

1 

specifications__ 

VI 

1-10 

Sacramento river, dispersion of 



Levee volumes, estimate of ... 

VI 

42 

waters _ 

II 

15 

Levees, average height . .. .. 

V 

1-14 

flood discharges__ 

IV 

1-5 

Lindsev slough, levees_ ... 

VI 

32 

levees.... 

VI 

11-19 

Manson, Marsden, mentioned. 

I 

5 

mouth . _ _ _ 

VII 

35 

Maps, listof_ . 

I 

13 

physical features .. ... .. 

II 

2-15 

Marysville, danger from Yuba 

II 

18 

sedimentary deposits_ 

II 

14 

Mean depth__ __ 

V 

1-14 

San Joaquin river__ •] 

All 

XIII 

1-2 

4-5 

Mean width ... . 

V 

1-14 

cut-off into_ 

III 

21 

Mechanical agency.. 

VII 

29-31 

Sedimentary deposits, Sacra- 



Miner slough, levees__ 

VI 

31 

mento river __ _ 

II 

14 

Mining debris. See Debris. 



Sessions_ _ _ . 

I 

4 

Montezuma cut.... 

III 

4 

Sioux City, Iowa, labors re- 



Mouth of Sacramento river ... 

VII 

35 

sumed at_ _ 

I 

11 

Needham, J. 0., on tour of in- 



Slopes___ 

V 

1-14 

spection . __ 

I 

7 

Southern Pacific Railroad < 

VII 

17 

Obstructions ... .. 

VII 

28 

Company’s bridge_ j 

X 

11 

Office rooms_ 

I 

4 

Stony creek, flood discharges.. 

IV 

2,5 

Old river_ . _ 

VII 

8-12 

Suisun bay____ 

XIII 

1-6 

Order of prosecution of work.. 

X 

3 

Smaller tributaries, levees_ 

VI 

39 

Organization of Commission of 



Steamboat slough... 

VII 

8-10 

EngLieers_ _ _ 

I 

1 

enlargement of channel .... 

VII 

32 

Outlet channels ___ 

11 

15 

Stony creek, levees_ 

VI 

20 

Outline of work... 

II 

1 

Survey must be made_ 

VII 

33 

Paine's break, weir at_ 

VIII 

11 

Sutter basin, drainage_ 

IX 

3 

Pardee, Geo. C., on tour of in- 



Sycamore slough weir.. 

VIII 

8-9 

spection __ 

I 

7 

Telephone lines.... 

X 

10 

Plan presented by the present 



Three-mile slough, closing_ 

VII 

7 

Commission . __ 

III 

30 

Tidal influence.. _ 

IV 

9 

Pleasant Grove creek, levees.. 

VI 

29 

Timber, clearing... .. ..._ 

XI 

6 

Portuguese bend__ _ 

VII 

23 

Time limited... 

I 

9 

















































































INDEX. 


Chap. 


Tour of observation. I 

Tours, various_ I 

Tulare lake, special journey to I 

Unity of plan.__ X 

West-side drainage canal. VIII 

Weir at Calden’s landing_VIII 

at Paine’s break _ VIII 

at Sycamore slough. VIII 

below mouth of Feather river VIII 

Weirs_ VI 

easement, into Colusa basin VIII 

location. VIII 

strength of._.. VIII 


Chap. Par. 


Width, minimum. V 1-14 

Willow creek, disposition of.. VIII 13 

Willow slough, levees. VI 36 

Work to be undertaken first.. VII 29-35 

Yolo basin. IV 2 

Drainage... IX 7 

levees. VI 33 

reclamation of__ VIII 14 

Yuba river, flood discharges .. IV 5 

levees....... VI 24 

proposition to divert. | jjj 

sedimentary deposits_ 11 17 


Par. 

7 

8 

8 

1 

1-25 

8 

11 

8 

8, 24 

41 

8 

23 

23 























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